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Plans (479) MiTek 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. <c40 PRores s �� �NGI NE4rR p29 89782PE c— c. ' -V OREGON '•`" 1 LAIRY 1 • tcQ` " 7'A U L VkJ • 121 tf�tl _ 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 I D:DFkz9p3tCrPAGZn V berKOtyJvgB-SgKRV HzjyCjvW U_vNlwXpzzUcq Kga2?hcKg RZfygBCv I 1-0-0 I 0-6-61 I 1-2-0 1 .1_0_1_4_1 Scale=1:25.0 1.5x3 11 1.5x3 II 1.5x3 H 1.5x3 11 1.5x3 11 1.5x3 II 1.5x3 11 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 o i _.ir-,\__/.N_/.,\5: y _ _ /Ns,., if.N414.. ixiir.14\ cli o d • o e o o e 2 23 22 21 20 19 18 17 �f6, 3x5= 3x5= 1.5x3 11 3x5= 3x5= 3x5= 7-0-14 17-7-14 18-2-14 I 14-4-4 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [8:0-1-8.Edge].[19:0-1-8.E.ge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (roc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress!nor 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 CASE(S) Standard <<-1?‘ � P Q�CSS 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 `GJ AGI N -. /� Uniform Loads(plf) �!i 19 2 Vert:16-24=-8,1-15=-80 tGr y Concentrated Loads(Ib) 4t. 89782PE f Vert:2=-674(F) ' 7. • . I/ MIS 92 OREGON ���Q 1,9„ {'qRY j62& ir PAUL RAJ EXPIRES: 12/31/2016 August 7,2015 / A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev-02/16/2015 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �• 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 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 (Tinea Heigh ITA 95610 Job Truss Truss Type Qty Ply POLYGON 845125316 PL15-265_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 14:27:33 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-wougjd_LjWrm7eZ6wTRmMBVbaEe9JTSgq_P_55ygBCu 1 0-10-12 1 1 1-2-0 1 1 0-10-8 1 I 2-6-0 I Scale:1/2"=1' 1.5x3 H 3x4= 1.5x3 H 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 34x4= 45 6 7 8 e o 6 - �B�\ —\\I\ I ......_ — — p ® B 11 13 12 11 10 9 3x4= 1.5x3 Il 1.5x3 H 4x6= 3x6= 3x4= 1-1-12 11-8-12 12-3-12 1 13-8-4 1-1-12 0-7-0 0-7-0 11-4-8 'I, - IA V :1-1-8 the 3-11- -8 r.-] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 ' BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-1502/0,4-5=-1502/0,5-6=-1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=-382/0,2-14=1170/0,7-9=-1316/0,7-10=0/704,5-11=471/0,4-11=-345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. c(50 PR°Fes, ,�g� A„‘GIN Eich `iQ,_ cc 89782PE 9r Yr," `v NMI/ CO -7 OREGON o'er 9,4 '4iyAS'2t' ' h` r-AUL- 3\ EXPIRES; 12/31/2016 August 7,2015 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERANCE PAGE MII-7473 rev.02116/2010 BEFORE USE. Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. \�a Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of The overall structure is the responsibility of the building designer.For general guidance regarding IVI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPl1 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 pitnrc HBightS CA 95610 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 Aug7 14:27:34 2015 Page 1 I D:D Fkz9p3tCrPAGZn VberKOtyJvgB-OCSCwz_zUgzd ln8lUAy?uO2rpd4w2yP_3e9YdYygBCt I 2-6-0 I Pz5.14i 1 1-2-0 1 1 0-8-14 1 Scale=1:22.8 1.5x3 1.5x3 H 3x4= 3x4= 1.5x3 II 3x4 = 1.5x3 1 2 3 A 5 3x4= 6 7 8 i " s II \ \ o ®/ N o I O O O 14 13 12 11 10 p 354= 3x6=1.5x3 H 1.5x3 II 3x6 = 3x4= 5-10-2 16-5-2 17-0-2 13-1-8 I5-10-2 0-7-0 0-7-0 6-1-6 Plat- •'s- XY -:0- -: d.e 5.1- -8Ed•e LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0,31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012ITPI2007 (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=0/622,413=-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. EO PRQF-s6 �' 89782PE r at ` 41 -7 OREGON Q'', "9 &'9RY 16 21,,E R 'AUL R' EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �n Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the , erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding tir' 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 r.itms H>ightn,CA 95610 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 14:27:34 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-OCSCwz_zUgzdln8lUAy?u02red2b2xS_3e9YdYygBCt I 2-6-0I I 1-8-6 1 1 1-2-0 I I D-8-14 I Scale=1:25.0 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 H 3x4= 1.5x3 11 1 2 3 4 53x4= 6 7 8 0 _.i 0 0 0 o N 4010. 1 13 12 11 10 304= 3x6= 1.5x3 I I 1.5x3 11 3x6= 3x4= I 7-0-14 17-7-14 18-2-14 I 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [4:0-1-8,Edge].[5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2010/0,3-4=-2010/0,4-5=-2110/0,5-6=1999/0,6-7=-1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=-317/104,7-9=1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '\p, p DPRFs_ cr. 89782PE f '4.. \''' .... am 03 9,L OREGON o6/ , PAUL ' EXPIRES: 12/31/2016 August 7,2015 $ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �* 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 p�iy� + erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYP i fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cik,s NP ghr<,CA 95610 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 14:27:35 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-sP0a7J?bF75UNxiU2uTERcbOn 1 PJnRM71Iu59ygBCs I 2-0-10 I I 1-2-0 I I 0-8-14 I I 2-6-0 Scale=1:18.0 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 0 N 1 10 8 0 9 0 0 1.5x3 II 1.5x3 II 3x6 = 3x4= 3x4=- 2-3-10 2-3-10 2-10-10 3-5-10 9-7-0 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y) [2:0-1-8.Edge],[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1116/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=767/0,34=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. �?,c° PR°Pe, mac`; �N�']tVSc L'S/0,� 89782PE �{ (..--, -'' -9,L •REGON a• �„ li EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02116/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing.consult ANSI/1PIl Quality Criteria,DSS-8P 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 Citn,s Heights,CA_95610 t 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 I D:DFkz9p3tCrPAGZnVberKOtyJvg B-KbZyLeODOREL_5Hgcb?Tzp75ORe4 W pBHXyefiQyq BCr I 2-6-0I 2-1-12 ii 1-2-0 11 0-9-8 1 2-3-0 1 1 1-2-0 II 1-4-0 1 1-6-0 1 Scale=1:27.8 1.5x3 H 3x5= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 3x4 = 1.5x3 H 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 A4 1111114111111411111111111111111111111111111411 — 111111 :P o o N ® O 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 1sS12 16-0-12 1 11-8-12 )2-1121 I 15-11-12 1 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X.Y)— [7:0-1-8.Edge].[12:0-1-8.Edge].[15:0-1-8.Edge].[16:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL, in (loc) I/deft 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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2351/0,3-4=-2351/0,4-5=-2351/0,5-6=-2679/0,6-7=-2679/0,7-8=-1863/0,8-9=1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=-304/0,4-15=0/264,8-12=-448/0,2-17=-1585/0,2-16=0/983,7-14=0/950,6-14=-281/0,5-15=-490/0, 9-11=-1159/0,9-12=0/1121 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. {c, �p 89782PE _i►► -7 •REGON O"' -9Rir 'AUL ,,\Nt 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. I Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1a 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 p j. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding WI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/M1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citnw Heights,CA 95010 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.Fd Aug 07 14:27:36 2015 Page 1 ID:DFkz9p3tC rPAGZnVberKOtyJvgB-KbZyLeODOREL_5Hgcb?Tzp7BaRIZ WujHXyefiQyq BCr I 1-9-14 I I 1-2-0 11 0-8-14 I I 2-6-0 I Scale=1:17.6 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 1 2 3 3x4= 4 5 6 60 e N ^\ 0 6 e I C e 11 10 9 8 1.5x3 I I 1.5x3 H 3x6= 3x4= 3x4 =- 1 I 2-ala 12-7-14 I 3-2-14 I 9-4-4 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2:0-1-8.Edge].[3:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (lb)-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. p PRpF ti4 FS cp GINE s, ti Fq O 4c7 �9 `t- 89782PE A-- r: am - OREGON ooh Q- 41./ 2 "9.4 "TRY Ay° � Acr✓ AULR EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/18/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ill is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the A�i� �* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYI fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DS8-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r:Bnrc Hrightc/`A 9561n Job Truss Truss Type Qty Ply POLYGON R45125322 PL15-265_UPPER FO8 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:37 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgBon7KY_1 mIMCcFst9JWiW 1 gL6r9OFOJQIcNCEsygBCq I 2-5-0 1 1 3x4= 2 1.5x3 11 Scale=1:8.7 ■ ■' ■ 4 il N ■ M 4 IIM 3 1.5x3 II 3x4= 1 2-8-0 2-8-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 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. ����O PR(1p6, �� lyGlN 9 ✓�2 `z' 8.782PE <- // �� . .y4/OREGON O`�Q 1,9, 'AUL RE95Q` EXPIRES: 12/31/2016 August 7,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/18/2015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �x 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 tY1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Informalon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 C'rrm n deghts cu ose1n 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 14:27:38 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-H_hjmK1TY2U3EPR3j01x3EDPHFK3JYZ_G7lmJygBCp I 2-6-0 2-1-12 1 1 1-2-0 1 1 0-9-8 I 2-3-0 I I 2-3-0 I I 1-2-0 I Scale=1:28.2 4x4= 1.5x3 I I 3x5= 1.5x3 H 1.5x3 I I 3x4= 1.5x3 11 3x4= 1.5x3 H 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 u e / \ o o o o N ®® [n7P 1 16 15 14 13 12 4? 3x4 = 3x4= 3x4= 3x6= 1.5x3 11 4x4= 3x4 = 12-10-12 I 4-10-12 15-5-12 I6-0-12 1 11-8-12 12-3-121 I 16-2-8 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.Y)— 7:0-1-8.Edge].(12:0-1-8.Edge].[15:0-1-8.Edg J,[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (lac) I/deft 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!nor YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012ITP12007 (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. �0\� ,�GINEF 1a4 c 89782PE 9r~ re • M / 7 OREGON ^75) Q' �, �'9AYA6• <<Q fi AUL 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 MTek connectors.This design is based only upon parameters shown,and is for an individual building component. la 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 'YI I fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 citn,s Hnightc,CA 9561n 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 MiTek Industries,Inc. Fri Aug 07 14:27:38 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-H_hjmK1TY2U3EPR3j01x3EDXVFVF_gWZ G7lmJygBCp 0-6-4 2-4-12 I 1 3x4 = 2 3x6= 3 1.5x3 Scale=1:8.7 • 4 N 1.5x3 14110 . 6 5 4 3x6= 3x4= 0-7-12 9-0 3-5-0 0-7-12 -1-8 2-7-12 LOADING(ps() SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 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 Incr 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 puffins, 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. (Ib/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 f) 0 PR Concentrated LoVert: ads(Ib) -ao g� �4AG I N aF pp., � t0 Vert:1=-180(F) 89782PE 5 OREGON 4N. �R /IV `75)2 UL EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/1612015 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. 1» Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* e`'� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding tY1 ll fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1'911 Quality CrIeda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Suite 109 r:itnw Heights CA 956111 Symbols Numbering System AlGeneral Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 Failure to Follow Could CauseProperty 3/" Center plate on joint unless x,y p a offsets are indicated. I dimensions shown in ft-in-sixteenthsro(Drawings not to scale) Damage or Personal Injury MEIDimensions are in ft-in-sixteenths. liTik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss 0-1/16" 4 wide truss spacing, bracingmustbe individualdesigned lateralbyan bracesengineer.themselvesFor may require bracing,or alternative Tor I _ 1L\IIII1Milhi ,ci bracing should be considered. 101.411p 3. Neverckexceedatthe designdua loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0 'n 6' 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 Mitck 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. 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 in all respects,equal to or better than that "4'. Indicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■=0 reaction section indicates joint11111111111111 17.Install and load verticallyunless indicated otherwise.number where bearings occur. Min size shown is for crushing only. 40 18.Use of green or treated lumber may pose unacceptable _2N environmental,health or performance risks.Consult with Industry Standards: NI ANSI/TPI 1: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction.9 and pictures)before use.Reviewing pictures alone DSB-89: Desi n Standard for Bracin is not sufficient. 9• ■ BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, M tie kANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 11111 MiTek6 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. taco �yG' PR RSR U ••44, 2 89782PE 9r 9 OREGON o'h x-7,9 RY 1 24QY k 'AUL k\.m 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: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 80 2- 8=(-730) 1837 3- 8=1 -170) 250 2x6 KDDF #1&BTR T2 2- 3=1-2843) 871 8- 9=(-858) 2138 8- 4=1 -65) 768 BC: 2x6 KDDF (f1&BTR LOADING 3- 4=(-2678) 900 9-10=1-642) 1513 8- 5=1 -474) 371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=1-1856) 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=1 -161) 1156 TC UNIF LL( 125.0)+01.( 35.0)= 160.0 PLF 8'- 0.0" TO 24'- 8.5" V 6- 7=1 -126) 150 6-10=1-2571) 1014 TC LATERAL SUPPORT <= 12"00. 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"00. 00N. 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. �COND 2• D 'q h k d fo )-5 ps I) uplift t 24 " �1g. OVERHANGS: 12,0" 0.0" VERTICAL DEFLECTION LIMITS: LL-L/240, 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' T system and components and cladding criteria. 3-11-08 9-00-03 5-09-02 5-06-09 5-10-01 T T 4597,308 1' T . Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=1.6, 12.00 F7 -M-6x6 -M-6X6 M-3x6 Truss designed for wind loads 45 6 7 in the plane of the truss only. HE T2 !� �e FEE , m M-1.5x3 3 cr0 0 oI co llillilliillill11.111111111111011111111.11111111.111111=k2 --/ - 8 9 10 io 1 M-3x6 M-3x8 0.25" M-4x6 M-7x8(S) • * 7-07-08 y 8-05-10 y 8-07-06 y QED PRQF �s y y y \5 0NGIN � /� 1-00 29-08-08 ,Cl� '� "<" 89782PE v- JOB NAME : 7-D POLYGON 7-D NH - Al /- <-%'J v;=::::-- Scale: 0.2535 -� `"" WARNINGS: GENERAL NOTES, unless otherwise noted: C. OREGON h, � 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 -74,O R E G Q 1 V s� T ru s S: Al and Warnings before construction commences building component Applicability of design parameters and proper / t'�� Y_ 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility a of the building designer. +a? t!/1 r�` G �"�' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom cholla to be laterally braced et 7 "7 j'''I :7 dir- is the responsibility of the erector.Additional permanent bracing of c'n.c.and at 10'hin respectively ly unl plywoodss sheathing(TC)abrin TC and/their lengthi)B). C3 DATE: 8/10/2015 the noerali structure is the responsibility f the building desi continuous sheathing such l b ac /e ) mea( 1 'PA SsJ L \ NI pons ty o g glrer. 3.2z Impact bridging or lateral bracing required where shown++ SEQ. : K1345903 4.No bad should be applied to any component until after all breoingand 4.Instalof lation truss Isthe he are sbebulsydrteereapanositontractonnaronr. B.Design fasteners are complete and at no time should any loads greater than assumes design bads be applied to any component and are for'dry condition.of use. TRANS I D: LINK 5.CompuTnus has no control over and assumes no responsibility for the S.Design assumes tali beating at all supporta shown.Shim or wedge g EXPIRES: 12/31/2016 eery. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. August 10,2015 8.This design is furnished subject to the limitations set form by 8.Plates shell be located on both feces of truss,and placed so their center TPIAYTCA in BCSI,copies of which wit be furnished upon request. lines colndde With joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,IRc1CompuTrus Software 7.8.6(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-1958(Mask) 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- 5=( -736) 331 5- 9=( -228) 238 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PUP 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. 00N. TOTAL LOAD = 42.0 PSF 10- 7=( -157) 90 BC LATERAL SUPPORT <= 12"OC. UON. I LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA I -- 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 COND. 2: Design checked for not t-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" 8 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 '( 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. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), 12.M-100 .5x3 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-4x6 in the plane of the truss only. M-3x4 M-3x4 M-1.5x3 wr i d.o o o o rn 1•PIAV 0 0 I 0 1 ['Si Ue NI -, O 1** 8 9 *10 o M-3x9 M-3x8 0.25" M-3x4 - M-7x8(5) 'cc-4 O PROF4-S b 7-07-08 y 8-05-10 ) 8-07-06 y ��� tyGIN &' �'/ 19 al, 1 y �4 Op 24-08-08 C�9782PE 9r .. iia JOB NAME : 7-D POLYGON 7-D NH - A2 -. Scale: 0.2363 " OREGON '••�• WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en Indloidual „�R(�q-lay 5 2 'Cr�,Q Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component IS the responsibility of thebuilding designer. (� \y„1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bosom chords to be laterally braced at '` �y��.� v Is the responsibility of the erector.Additional permanent bracing of T o.c.and al 10'o.c.respectively unless braced throughout their length by I"' continuous sheathing such as plywood sheathing(TC)end/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 1 3 4 5 9 0 4 4.No load should be applied to any component until after all bracing and 4.Installation or truss 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, EXPIRES;. 12/31/2016. TRANS I D. LINK design loam be applied to any component. and ere for condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing et all supports shown.Shim a wedge 8 necessary."m August 10,2015 fabrication,handling,shipment and installation o/components. T.Design assumes adequate drainage Is provided. S.This design is fumiehed subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center TPINJTCA In BM,copies of which will be furnished upon request linea colndde with joint center lines. s. MTek USA,Inc./Com uTrue Software+7.6.6-SP11L E g.Digits indicatesizef isignhal 0 ( 1.For basic fesizeconnector plate in Inc 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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1224) 488 1- 7=(-289) 938 7- 2=( 0) 277 5-10=10) 279 BC: 204 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=( -871) 603 7- 8=(-289) 936 2- 8=(-476) 334 WEBS: 2x4 ROOF STAND - 3- 9=( -589) 509 8- 9=( -57) 600 8- 3=(-340) 392 LOADING 4- 5-1 -874) 604 9-10=1-216) 789 8- 4=1-189) 177 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1224) 989 10- 6=1-215) 791 4- 9=(-197) 401 BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 5=(-480) 337 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC (JON. 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/ 3028 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5" -162/ 1038V 0/ OH 5.50" 1.66 RODE ( 625) I 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. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciilg. 11-11-11 0-09-02 11-11-11 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 T '( T f MAX LL DEFL = 0.032" @ 13'- 1.8" Allowed - 1.190" 6-02-08 5-09-03 0-10-09 5-07-12 6-02-08 MAX TL CREEP DEFL = -0.055" @ 13'- 1.8" Allowed = 1.586" T I I I I I MAX HORIZ. LL DEFL = 0.017" @ 24'- 3.0" 12 12 MAX HORIZ. TL DEFL = 0.026" @ 24'- 3.0" M-4x6 M-5x6 12.00 7 3 a 12.00 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=1.6, Truss designed for wind loads in the plane of the truss only. A M-3x4 oaf co O n1 jlt 1** Lill cc M-3x4 M-1.5x3 6,7 80.25"9 M-11 5x3 M-3x4 **b o M-5x8(S) M-3x4 b > . ). y y 6-00-12 5-07-12 1-05-09 5-06 6-00-12 y `�,� NGl N 24-08-08 L.' !fj /89782PE r"' JOB NAME : 7-D POLYGON 7-D NH - A3 ..� Scale: 0.2326 WARNINGS: GENERAL NOTES, unless orhenvise noted (n '_. Truss: A3 1 Builder and erection contractor should be advised of all General Notes t This design is based only upon the parameters shown and is for an Individual 9 OREGON e. and Warnings before construction commences. building component.Applicability of design parameters and proper (1(� 2.2x4 compression web bracing must be Installed where shown*. Incorporation a component is the responsibility 01 the building designer. � ��s ' �Ily� 3.Additional temporary bracing to insure stability during construction 4ir 2.Design assumes the top and bottom chords to be laterally braced el /'� `C la the responsibility of the erector.Additional permanent bracing of 2'sc.and e110'c.c,respectively unless braced throughout their length by DATE: 8/10/2015 the overall structure is the responsibility of the building designer. continuouslitsheathing or such as acplying re aired n ere s mvnand/•drywall(BC). �• *S (� 3.2z Impact bridging or labral bracing required where shown** A UL 1. SEQ. : Ki 3 4 5 9 0 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. 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. end are for dry conditionof use. 5.cam Trus has no control over and assumes no re8.Design assumes tun bearing at all supports sheen.shim or wedge If EXPIRES: 12/31./2016 puresponsibility forthe necessary fabrication.handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. August 1 0,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both feces of truss,and placed so their center TPIAVTCA In SCSI,copies of which w111 be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com UTrus Software 7.6.6 1 g.Digits Indicate she of plate In Inches. p (L)-E 10.For bask 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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 414 1- 9=(-347) 821 2- 9=(-273) 253 7-14=(-1323) 435 BC: 2x4 KDDF #i&BTR SPACED 24.0" O.C. 2- 3=( -981) 465 9-10=( -5) 16 9- 3=( -68) 342 14- 8=( -114) 68 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 10-12=( 0) 0 9-11=(-179) 642 LOADING 3- 6-( -633) 404 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"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-1029) 415 10-11=( 0) 52 TOTAL LOAD = 42.0 PSF 7- 8=( -48) 56 11- 7=(-380) 185 7-13=( 0) 257 NOTE: 2x4 BRACING AT 24"OC 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 PIF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -228/ 1045V -234/ 282H 5.50" 1.67 KDDF ( 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 �� ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc sga��g. 11-11-11 0-09-02 8-06-11 3-05 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 T - 1' f T MAX LL DEFL = 0.038" @ 14'- 8.5" Allowed = 1.190" 5-00-12 4-09-08 2-01-07 2-01-07 6-08-12 3-01-08 MAX TL CREEP DEFL = -0.058" @ 14'- 8.5" Allowed= 1.586" T T T T T T T T MAX HORIZ. LL DEFL = -0.016" @ 24'- 5,0" MAX HORIZ. TL DEFL- 0.025" @ 24'- 5.0" 10-00 12 4 5 system anandforms tocomponentsin andwicladding rcriteria. 2 • 12.00 7 M-5x6 ' 12.00 Wind: 140 mph, h=25.2ft, TCCL=4.2,BCDL=6.0, ASCE 7-10, M-9X6 (AID Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 6 Truss designed for wind loads # f in the plane of the truss only. M-1.5x3 2 • lilliklillil M-5x10 M-1.5x3 .a „, . _dilTIL'll .-1 N O I rG Y:. 13 **19 0 1 T 9 to lz M-1.5x3 IIM-3x4 M-3x8 M-1.5x3 0l M-3x4 M-5x8 b y b b y l 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 b b b y 15-01-12 y y 9-06-12 y Rtn PROF• S y y 16-01-08 0-11-12 8-07 C•C� \AGIN��' s/ 24-08-08 LG/ 'T `r' 89782PE 9r- JOB NAME : 7-D POLYGON 7-D NH - A3V Scale: 0.1910 WARNINGS: GENERAL NOTES, unless other/deo noted: Le..s�� OREGON ice,, 1.Builder and erection contractor should be advised of all General Notes 1.T61s design Is based only upon the parameters shown and is for an Individual 7 OREGON O.• Truss: A3V and Warnings before construction commences. building component.Applicability of desparameters and , �/� 2Q ^• incorporation of coin y nsi proper Ry AbV Z 284 compression web bracing must be Installed where shown t. rpore component Is the responsibility of the building designer. ,y+/� /f 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Me top and bottom...braced to be laterally braced at 7 �l Is the responsibility of the erector.Additional permanent bracing of 2'ac.and at f 0'ac.respectively unless brecetl throughout their length by �\ DATE: 8/10/2015 the overall structure is the responsibility of the building designer. continuous ridging or such as plywood meed where shown +drywall(BC). n n O� 3.2z Impact bridging or lateral bracing required where anown a A SEQ. : Ki3 4 5 9 0 6 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasten.are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and ere for'dry condition.of use. 5.CompuTrus has no contra over and assumes no responsibility for Ina E.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES: 12/31./2016 necessary. lebricalian,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,20'I 5 5.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPIM?CA M SCSI.copies of which will be furnished upon request. lines coincide with Joint center tins. MiTek USA,Inc./CompuTrus uTrus Software 7.8.6 1 L E 9.Digits Indicate sire of plate in Inches. 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 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) 264 9- 5=( -379) 196 • BC: 2x9 KDDF 81&BTR SPACED 24.0" O.C. 2- 3=1 -981) 378 7- 8=( -3) 16 7- 3=( -83) 343 5-11=( 0) 257 WEBS: 2x4 KDDF STAND 3- 9=( -633) 341 8-10=1 0) 0 7- 9=(-129) 637 5-12=(-1323) 391 LOADING 4- 5=(-1029) 321 9-11=)-282) 957 3- 9=( -88) 98 12- 6=( -114) 68 TC LATERAL SUPPORT G= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -48) 56 11-12=)-278) 963 4- 9=( -25) 316 BC LATERAL SUPPORT G= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 8- 9=( 0) 52 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"00 SON. 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" -144/ 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 spaciiig. 9-11-11 4-09-02 6-06-11 3-05 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 T "r 'r 'r l' 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" "I 'l1. '' ')` / MAX HORIZ. LL DEFL = 0.015" @ 24'- 5.0" 12 12 MAX HORIZ. TL DEFL = 0.025" @ 24'- 5.0" M-5x6 M-4x6 12.00 7 3 12.00 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 2 5x10 M-1.5x3 6 d� I N ....iiiiiill 0 1 rn rn 111\hl\\1/4 l ial 1i- u, A.' I 11 *12 Imo- M-1.5x3 M-3x4 of 1** 7 8 10 71 o M-3x4 M-3x8 M-1.5x3 0 M-5x8 y y b b y b 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 J" y y 15-01-12 9-06-12 y b b y PR 0 16-01-08 0-11-12 8-07 *� ��� ��ss y y s5 „�GINE7' /D 24-08-08 2� 89782PE f JOB NAME : 7-D POLYGON 7-D NH - A4 Scale: 0.2398 // / WARNINGS: GENERAL NOTES, unless otherwise noted: Ex/s QREGONnti 40 1Builder and erection contractor should be advised of all General Notes f.Tma design Is based only upon Ore parameters shown and is for an Individual �y . Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper 7� CP 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the bulking designer. .e7� t d4 a.�y VD 'N '� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at 77 ^I j'� J Is the responsibility of the erector.Additional permanent bracing of T o.c.and e110'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAUL l,1�{j )L C'\ DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ SEQ.: El 3 4 5 9 0 7 a.No road should be applied to any component until after all bredng and 4.Installation of base Is the responsibility of the respective contractor. fasteners are complete and al no lime should any loads greater than 5.Design assumes basses are to be used In a non-corrosive environment, TRANS I D- LINK design loads be applied to any component. end ere fa'dry condition'of use. 5.CompuTms hes no control over and assume no responsibility for the B.Design assumes lull bearing at all supporta shown.Shim m wedge 5 EXPIRES: 12/31/2016 fabrication,handing.shipment and installation of components. ase 7.Pees assumesadequatedrainage hprovided.n August 10,2015 8.This design is famished subject l0 81e limitations set forth by 8.Plates shell be boated on both terse of truss,end placed so their center 9 TPI/WTCA in SCSI,copies of which will be famished upon request Tins coincide with joint center lines. B.Digits Indicate sine of plate in inches. MiTek USA,Inc./CompuTrus Software 7.8.6(1 L)-E 10 For basic connector plate design values see ESR-1311,EBR-1985(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: 284 ROOF #1&BTR; 16-06-08 GIRDER SUPPORTING 24-08-08 FROM 9-00-00 TO 16-00-00 1- 2=( 0) 80 2-10=1 -742) 2862 10- 3=( -670) 2594 2x6 KDDF #1&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=1-4114) 1126 10-11-(-1324) 5000 10- 4=1-3296) 936 BC: 2812 KDDF #1&BTR 3- 4=1-2862) 818 11-12=1-1768) 6792 4-11=1 -510) 2268 WEBS: 2x4 KDDF STAND LOADING 4- 5=1-5240) 1480 12-13=(-1768) 6792 11- 5=1-2312) 608 LL = 25 PSF Ground Snow (Pg) 5- 6=1-6112) 1682 13-14=(-1512) 5880 12- 5=1 -484) 2284 TC LATERAL SUPPORT <= 12"OC. UON. 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"00. UON. 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"OC UON. 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 BRG 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)+OL( 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+DL= 2757.0 LBS @ 8'- 0.0" 16'-II6.5" -1291/ 4972V 0/ OH 5.50" 7.96 KDDF ( 625) r; ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [romp 2• Deei rhnrkod for nat l-S f1 uplift Sr24 ^ Join together 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9n P" hP ^' eParl�4• ails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc cc 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 2812 bottom chords, MAX EP DEFL = 0.115" @ 8'- 3.2" Allowed = 1.042" 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" 9 17'- 6.5" Allowed = 0.100" *** 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 - T - T Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Ex .8, MWFRS(Dir), 3-04-11 2-01-07 2-09-02 2-09-02 2-01-07 3-04-11 load duration factor=L,6, +88.10# T 488.10# Truss designed for wind loads 12 12 in the plane of the truss only. M-4x8+ M-4x8 12.00 V M-3x5 M-3x8 M-3x5 Q 12.00 ® WM IN 414440 : M-5x16- - -- _ M-5x16 en O r M \ O ON I 10 11 12 13 14 25.. I M-12x14+ M-12x20+ M-12x14+ M-12x20+ M-12x14+ o y y 3-02-04 2-07-06 2-05-10 2-05-10 2-07-06 3-02-04 ` tN E 1-00 16-06-08 y1-00 y G 'V /5 t"1, 89782PE c JOB NAME : 7-D POLYGON 7-D NH - B1 - Scale: 0.3432 C.+ h '" WARNINGS: GENERAL NOTES, unlessothervnse noted: " ,OREGON 6� Truss: B 1 Builder and erection contractor should be advised of all General Notes 1.This design s based only upon the parameters shown and is for an IndN'dual 1;9 R tt' v '� i' and Warnings before construction commences. building component Applicability of design parameters end proper 7 -V \<<j 2 2x4 compression web bracing must be installed where shown+ Incorporellon of component Is the reaponaibllily of the building deeiener 3.Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced atdtrs J•'4 U L {�`\ . la the responsibility or the erector.Adtlitlseal permanent bracing of 2'es.end at 10'o.c.respectively unless braced throughout their length by !"'� ` 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. 3.25 Impact bridging or lateral bracing required where shown+t SEQ. : K 1 3 4 5 9 0 8 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 then 5.Design assumes trusses are to be used In a non-corrosive environment, and are for condition•of use. EXPIRES:+S' 2/ /20 TRANS I D• LINK design wawa be applies to any component. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge H August 10,2015 necefabrication,handling,shipment end Installation of components. scary. ].Patassumes adequatedrainage Is prodded. 6.This design is furnished subject to the limitations set forth by 5.Plateses shall be locatedon on both faces of truss,and placed so their canter TPIM?CA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. B.Digits indicate size of plebe in inches. MiTek USA,Ino./COmpuTnlo Software 7.6.6(1L)-Z 10.For basic connector plebe design values see ESR-1311,ESR-1888(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 #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 78 2-5=(-82) 123 3-5=1-268) 113 ' BC: 2x4 KDDF #1&BTR 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 PUP 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 10 PSF LIVE LOAD. TOP ICOND- 2: Design checked for net(-5 psf) uplift at 24 "oc spacing- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ,� MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.016" @ 0'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.021" @ 0'- 0.0" Allowed= 0.133" ill f 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 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 HOAR. TL DEFL = -0.042" @ 1'- 10.9" M-1.5x3 k 3 Design conforms to main windforce-resisting m �: system and components and cladding criteria. 1 Wind: 140 mph, h-20.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dnr), I load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. rn f- 2 o II 0 o 5�M 16 M-3x4 M-1 5x3 1 b b 2-05 b b y 1-00 3-05 IPROVIDE FULL BEARING;Jts:5,4,6 A\CO' P R OFF `Is '',. GIN �O w - ,: 89782PE �� JOB NAME : 7-D POLYGON 7-D NH - BJ1 • //w r Scale: 0.6225x- ' . WARNINGS: GENERAL NOTES, unless otherwise noted: .a 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,4,. OREGON c��", Truss: BJ1 and Warnings before construction commences. balding component.Applicability of design parameters and proper / (� ZC 2 2x4 compression web bredng must be installed where shown+. Incorporation of component Is the responsibility of Me building deelgner. „() �J/( (z 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 7 "l H Is the responsibility of the erector,Additional permanent bracing of 2 o c end et 10 o.c.respectively unless braced throughout their length by DATE: 8/10/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood aired here s and/or drywall(SC) ", n U t yy CNI 3.In Imbed bridging or lateral bracing required where shown a /'1 4. v SEQ.: K1345909 <.No bed should be applied to any component until after all bracing and 6.Installation of truss is the responsibility of the respective contractor. fasteners ere complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and ere for•dry condition"of use. 5.Com uTrus has no control over and assumes no res 8.Design assumes lull bearing at all supporta shown.Shim or wedge H EXPIRES: 12/31/2016 p responsibility the necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 B.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPIhVICA In SCSI,copies of which will be famished upon request. lines colndde with joint center lines, 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CoelpoTrus Software 7.8.6(tL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Malsk) 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: 2x4 KDDF #1613TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2933) 926 1- 8=(-683) 1898 2- 8=(-167) 292 10- 5=( 0) 516 2x6 ROOF #1&BTR T2 2- 3=(-2768) 956 8- 9=(-805) 2259 8- 3=(-169) 908 5-12=(-1583) 627 BC: 2x6 KDDF #16BTR LOADING 3- 4=(-1918) 729 9-11=( -29) 63 8- 4=(-687) 402 6-12=( 0) 904 WEBS: 2x9 ROOF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-2269) 926 10-12=(-817) 2269 9- 4=(-160) 229 12- 7=( -571) 1777 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 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. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 20'- 4.5" TO 24'- 8.5" V 11-10=( 0) 126 BC LATERAL SUPPORT 0= 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)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 204 BRACING AT 29"OC UON. FOR • TC CONC LL( 466.7)+DL( 130.7)- 597.3 LBS @ 20'- 4.5" 0'- 0.0" -632/ 2442V -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 - ** For hanger REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 0 h k d fo (- g specs. - See approved plans g p �tolift t 29 ap �g. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, 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" MAX HORIZ. TL DEFL = 0.042" @ 24'- 5.8" 7-11-11 12-05-02 4-03-11 T T T T 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. T f 4,597.309 T f *697.30# T Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 M-4x6 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 12.00 7 M-3x8 M-3x4 a 12.00 load duration factor=1.6, 3 6 Truss designed for wind loads Q 4 5 4f ' in the plane of the truss only. M-1.5x3 M-4x6 2 444 -/ I 1711 in0 I nl o N t tO AlliahlL.=. ° �' C�10 1 12 *13 M-3x10 M-3x4 OI lee 8 9 11 o M-3x6 M-3x8 M-7x8 M-7x8 0 M-1.5x3 b 1 5 ), i, b 7-07-08 4-05-10 3-10-10 4-09-04 3-11-08 y y y � Rtip P R pFF61s 16-01-08 8-07 J, .5 (c...,EE9 /02 24-08-08 QC.?. /89782PE ter"' JOB NAME : 7-D POLYGON 7-D NH - A5 � ._ Scale: 0.2519 WARNINGS: GENERAL NOTES, unless oBrerwlse noted Truss: A5 1 Builder and erection connector should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual / 'S1 OREGON r s��' and Warnings before construction commences. building component.Applicability of design parameters and proper / .s 2.2x4 compression web bradng must be Installed where shown ft Incorporation of component Is the responsibility of the building tlea:gner. -V,h (/q[> 5'1 ' "<<,�� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 7/(�it- y-5 � Is the responsibility of the erector.Additional permanent bracing of 2'o c.and at 10 o.c.respectively unless braced throughout their length by DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' A U 4 3.2x Impact bridging or lateral bracing required where shown++ i.,. SEQ. : Ki 3 4 5 91 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 contractor. fasteners are complete end at no erne should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosbe environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition'of use. 5.can uTrus has no control over and assumes no res B.Design assumes full bearing at all support shown.shim a wedge B EXPIRES: 12/31/2016 necefabrication,handling,shipment and installation of components,for the ssa,y. 7.Design assumes adequatedrainage provided. August 10,2015 S.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces truss,of truss,antl placed so had center TPI/W7CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. uTrus Software 7.6.6 it.Z 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./Com P ( )- f0.For bask connector plate design values see EBR-1311,ESR-198B(MITek) This design prepared from computer input by PACIFIC LUMBER-BC Refer to CompuTrus rafter detail for complete specifications. LUMBER SPECIFICATIONS HIP CORNER RAFTER 11-3-12 FOR 8-0-0 SETBACK LOAD DURATION INCREASE = 1.15 CHORDS: LOADING 2X4-2 OF $1613TR TOP CHORD LL + DL = 32.0 PSF • 11-02-04 4-00 T TT T M-3x6(5)) 4 PROVIDE SUPPORT 12 8,49 M-5x8 1r� • M-3x6 M-3x6 40 M-3x6 M-3x8 el O F- MN N f— O :p P R O:9 0NE �s/o � Gi ,So. 'L y y "r 89782PE r 1-07-02 11-03-12 7-00-02 a' JOB NAME : 7—D POLYGON 7—D NH — AR 19-11 % Scale: 0.3519 f-7� 40 OREGON ) WARNINGS: GENERAL NOTES, unless omer4;se noted: / 1'lC ,•V�e�y 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ,{p� Vit A V� Truss: AR and warnings before construction commences. bulaing component.Applicability of design parameters and proper T 'l 1 2.2x4 compression web bracing must be installed where shown 4. incorporation d component Is the responsibility of the banding designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al PA UL C1\ is the responsibility of the erector.Additional permanent bracing of 2. 0.0.and at 10'o.c.respectively unless braced throughout their length by R"" ` DATE: 8/10/2015 the waren structure Is the recontinuous sheathing such as plywood sheathing(TC)andror drywall(SG). responsibility of the building designer. 3.2z Impad bridging or lateral bracing required where shown s 4 SEQ. : K1 3 455 91 1 4.No load should be applied to any component until after all bradng 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 Ina non-corrosive environment, PI[�fl ES: 12/31/2016 TRANS I D• LINK design loads be applied to any component. end are for^dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes toll bearing at all supports shown.shim or wedge g August 10,2015 fabrication,handling,shipment and Installation of components. ana 7.Design hllassumes ladequate drainagefis truss,d. and This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed as their center TPI1WTCA 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./Comp-frog Software 6.2.3(1L)'Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by 0. 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 24.0" 0.0. 2-3=(-159) 86 3-4=( -49) 0 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 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA OVERHANGS: 12.0" 6.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 309V -58/ 1708 5.50" 0.49 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" 0/ 91V 0/ OH 5.50" 0.07 ROOF ( 625) 3'- 5.0" -130/ 141V 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacipg. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVF4 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 = 0.079" MAX TC PANEL LL DEFL = 0.027" @ 2'- 1.9" Allowed = 0.283" 12.00 7 3 MAX TC PANEL TL DEFL - 0.026" @ 2'- 1.9" Allowed - 0.425" MAX HORIZ. LL DEFL- -0.001" @ 3'- 4.3" MAX HORIZ. TL DEFL = -0.001" @ 3'- 9.3" bDesign 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, MFRS(Dir), load duration factor=1.6, Truss designed for wind loads Po in the plane of the truss only. M � CD CD /- WAN 5�� M-3x4 • 1-00 3-05 0-06-11 (PROVIDE FULL BEARING;Jts:2,5,3 �r O P R O[.e `0 ANGINE',R �4 Cw 89782PE 9<` JOB NAME : 7-D POLYGON 7-D NH - BJ2 Scale: 0.6093 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.Thla design is based only upon the parameters shown and Is for an indNlduel "/ OREGON Q.K. Truss: BJ2 and Warnings before construction commences building component Applicability of design parameters and proper /�JJ / (� Ry 2 2x4 compression web bracing must be Installed where shown�. Inmrporeilon of component la the responsibility of me building dealgner. "rf9� Vi'1 G V 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom 055chobraced w be laterally braced al 7 "7 :7 Is the responsibility of the erector.Additional permanent bracing of 2'continuous and at sheathing such as plywood sheathing(TC)and/or drywall(BC). �./�UL ¢� DATE: 8/10/2015 the overall structure N the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•+ �'1 SEQ. : K1345912 4.No lead should be applied to any component until atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greeter 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. end are for^dry mnallwn^of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing et all supporta shown.Shim or wedge N EXPIRES: 12/31/2016 components. le fabrication,handling,eeand installation of 1.Ptassume aed drainage Is provided. August 1 0,20158.This design b furnishedd subject to the limitations set forth by e.Pals shell be located on both latae of Muss,and placed so their center TPIiWTCA in SCSI,males of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./ConlpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see EBR-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/Cq=1.00 TC: 2x4 RUDE' #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x9 KDDF #1113TR SPACED 24.0" O.C. 2-3=(-301) 249 3-4=( -76) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 Ply BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 Ply LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 302V -90/ 224H 5.50" 0.48 KDDF ( 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" -54/ 74V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacifrg. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 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 = 0.009" @ 1'- 8.3" Allowed = 0.283" MAX TC PANEL TL DEFL = 0.009" @ 1'- 8.3" Allowed = 0.425" MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" 1Design conforms to main windforce-resisting 12.00 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, MFRS(Dir), load duration factor=l.6, Truss designed for wind loads ' in the plane of the truss only. cr cr0 tom o 7- 00/1/ 5►y -/ 0 - y > y y eckt,D P R Ope 1-00 3-05 2-06-11 'PROVIDE FULL BEARING;Sts:2,5,3,4 89782PE r JOB NAME : 7-D POLYGON 7-D NH - BJ3 i v. Scale: 0.9703 WARNINGS: GENERAL NOTES, unless otherwise need. Truss $J3 1 Builder and erection contractor should be advised of all General Notes 1.This design Is based onty upon the parameters shown and is loran individual -94, R EG O N c.;,,, ‘z,.. and Warnings before construction commences bulld:ng component Applicability of design parameters and proper J 2.2z4 compression web bracing must be Installed where shown 4. incorporation of component Is the responsibility of the building designer. ,.(7 {,"/^w A Z Qh, 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom sna ion m be laterally braced et 7 �l(� i � ` Is the responsibility of the erector.Additional permanent bracing of 2 o e.and at io o.c.respectively unless braced throughout their length by DATE: 8/10/2015 me waren structure la me responsibility of the building deal continuous sheathing 1 esti as plywood aneammg(rc)angler drywan(eC) PA j n U L pons tY 9 gner. 3.2z Impact bridging or lateral bracing required where shown t i r'M1 SEQ.: K1345913 4.No bed should be applied to any component until after all bracing and 4.Installation of Irvss Is the responsibility of the reepecsNe contractor. fasteners are complete and al no time should any mads greater than 5.Design assumes wanes 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 hes no control over and assumes no responsibility for the 8.Design assumes lull bearing at all supports shown.Shim o wedge n EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. as assumes 8.Plates l bees ailed on both to truss, WAugust 1 0,201 5 S.This design is famished subject to the limitations set forth by 8.Plates shell be totaled on both laces of truss,and aced so their center ' TPIIWTCA In SCSI,wales of which will be furnished upon request lines coincide with Jain:center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Ino./CompaTnls Software 7.6.60 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 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16,BTA LOAD DURATION INCREASE = 1.15 1-2=) 0) 80 2-6=(0) 0 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-437) 346 3-4=1-1 TC LATERAL SUPPORT <= 12"OC. SON. LOADING 4-5=( -7244)) 90 0 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 OVERHANGS: 12.0" 6.7" TOTAL LOAD = 42.0 PSF BEARING MAX 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 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 4.3" -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 lOPSF LIVE LOAD. TOP e�• s- - _� - - q AND BOTTOM CHORD LIVE LO$DS ACT NON-CONCURRENTLY. sr t f s -/ VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 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" 0 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" MAX HORIZ. TL DEFL = -0.005" @ 7'- 4.3" 12 Design conforms to main windforce-resisting 12.00 P7 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, Truss designed for wind loads a' in the plane of the truss only. 3 0 11'' co rn o f 111111111111111 1 M-3x4 y y y y �(Cr PN OOFFss` 1-00 3-05 4-06-11 (PROVIDE FULL BEARING;Jts:2,6,3,4 c ' ' `' /‹.? qt_ 89782PE J� JOB NAME : 7-D POLYGON 7-D NH - BJ4 = • Scale: 0.3947 "" ✓ �'" ` / 4 WARNIgG3: OThis design lge Is uny upo thhep parameters So, OREGO� Truss: B J4 1.andBuilder and erection construction should be ncNaed of all General Notes 1.This:cgoc le based only upon the parameters shown and Is for an Individual "y' end Warnings before construction commences. building component Applicability of design parameters and proper �� 4' 2 4x4 oompresalon web bracing must be Installed where shown.. Incorporation of component Is the responsibility of the building designer. 17/5) ,(7� /t pty 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced al 7 �1 1 Is the responsibility of the erector.Additional permanent bracing of 2'oc.and at 10'o.c.respectively unless braced throughout their length byh continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). AA�� R • DATE: 6/10/2015 the overall structure ie the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown•• �'1 SEQ. : K13 4 5 914 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsiblloy of the respective contractor. fasteners are complete end at no time should any loads greater than s.Design assumes Misses are to be used in a noncorrosive endrennrent, TRANS I D: LINK design loads be applied to any component. end are for'dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing at all supporta shown.Shim or wedge If EXPIRES: 12/3112016 ne.shipment and installation of components. sn fabrication,handling, assumes shi T.Design Gated on both is1000,prodded. August 10,2015 6.This design Is furnished subject to the limitations sal loth by e.Plates shell be located on both laces of truss,and placed so their center TPIANTCA In SCSI.copies of which will be furnished upon request. lines coincide with joint canter lines. uTrus Software 7.6.6(1 L E 9.Digits Indicate sin of plate in inches. MiTek USA,Inc./Com P )" 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS HIP CORNER RAFTER 9-09-10 FOR 3-5-0 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 Truss designed for 9x2 outlookers. 2x9 let-ins CHORDS: of the same size and grade as structural top LOADING chord. Insure tight fit at each end of let-in. 2X9-2 DF #1&BTA TOP CHORD LL 1. DL = 32.0 POE Outlookers must be cut with care and are permissible at inlet board areas only. 4-00 • '( T 12 8.99 177 PROVIDE SUPPORT 12 8.49 V M-5x8 d vem-3x6 OAle M-3x80 /- � AT NON-STRUCTURAL MEMBERS. to 1 16:24.1 o ��161 (E) P R OFe �5 tJG 1 N E•fi /d 1-07-02 4-09-10 6-10 -v J• y 89782PE fir' 13-02-12 / JOB NAME : 7—D POLYGON 7—D NH — BR /�; Scale: 0.9868 / V�s.� R {� WARNINGS: GENERAL NOTES, unless otherwise noted 'Ayn 7 (i.14 O� •OREGONc:)'•• Truss: B R 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is bran individual ���V� V "r • and Warnings before consbucbon commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be Installed where shown+, Incorporation of component la the responsibility of the building designer. �,t 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords la be laterally braced at 4 �`V is the responsibility of the erector.Additional permanent bracing of 2'o,c.continuous el 10'o.c.respectively unless Wacetl throughout their lergth by P sheathing DATE: 8/10/2015 the overall structure is the reep°nslbllity of the building designer. 3.2a Impact bridging or lateral breplywood g required where sho/udrywen(Bcl. wna SEQ.: 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. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used In a non-panosi.environment, EXPIRES, 12/31/2016. design bea led to an and ere for'dry condition.of use. TRANS I D: LINK pP Y component. 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTruahasnocontroloverandassumesnoresponsibilityforthe 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 8.Plates shall be located on both faces of truss,and placed so their center TPI/WICA in SCSI,copies of which will be furnished upon request. linea coincide with joint canter linea. 9.Digits indicate size of pleb in inches. MiTek USA,Inn./CompuTrus Software 6.2.3(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 22-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF *1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2-10=(-439) 1626 3-10=(-174) 244 BC: 2x6 KDDF #1&BTR 2- 3=(-2523) 714 10-11=(-466) 1766 10- 4=( -68) 697 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2356) 744 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( 14.01= 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( 35.01- 160.0 PLF 8'- 0.0" TO 14'- 0.0" V 6- 7=(-2367) 749 11- 7=(-173) 245 TC SNIP' LL( 50.0)+DL( 14.01= 64.0 PLF 14'- 0.0" TO 22'- 0.0" V 7- 8-(-2534) 720 BC UNI£ LL( 0.0)+DL( 50.01- 50.0 PLF 0'- 0.0" TO 22'- 0.0" V 8- 9=( 0) 80 NOTE: 2x4 BRACING AT 24"OC DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+11( 130.71= 597.3 LBS @ 8'- 0.0" ------------------------------------= TC CONC LL( 466.7)+DL( 130.7)= 597.3 LHS @ 14'- 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/ 2249V -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. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci}:g. 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" 7-11-11 6-00-10 7-11-11 MAX LL DEFL = -0.046" @ 11'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL - -0.092" @ 11'- 0.0" Allowed = 1.406" T ' T 1' 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" f 4,597.308 597.30# MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 12 12 MAX HORIZ. TL DEFL = 0.028" @ 21'- 6.5" M-4x6 M-4x6 12.00 V M-3x4 N 12.00 Design conforms to main windforce-resisting 5 system and components and cladding criteria. Wind; 190 mph, AS1: 2d ::1:: :C2D6P08 FSruss only. M-1.5x3 M-1.5x3 M M A1161111641-FA Lf) 98r461111.111 .111111111111.1 N 30 11 0 o '•M-3x6 M-3x8 M-5x6(S) M-3x8 M-3x6 ' o b b b b 7-08-08 6-07 7-08-08 PR 1 1- 10-00 l 12-00 3. )-. ,D G fie `r/p 1-00 22-00 1-00 r? ' ffi `: / 89782PE ,." JOB NAME : 7-D POLYGON 7-D NH - Cl r > Scale: 0.2557 / .,/� WARNINGS: GENERAL NOTES, unless otherwise noted: / Cr' '-' : Truss: C 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 indlidual 1 OREGON EG O'V ( and Warnings before construction commences. building component.Applicability of design parameters and proper /� (1 V0:3` 2.2x4 compression web bracing musl be Metalled where shown 4. Incorporation of component Is the reaponalbility of the building designer. 1,5, Vi9 Ry 15 V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chards to be laterally braced at 7 �l Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end et 10'o.c.respectively unless braced throughout their length by • [°11'..continuous sheathing such as plywood sheathing(TC)aMlor drywali(BC). ` ". 2(U L ' DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown i• /'l SEQ. : K1345 91 6 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 el no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D• LINK design loads be applied to any component. and are for"dry ondition'of use. 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes frill treating at all supports shown.Shim or wedge If EXPIRES: 12/31/201'..6 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 1 0,2015 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center g TPIIWTCA In BC51,copies of which will be furnished upon request. line coincide with joint center lines. 9.Dlglls Indicate size of plate In Indies. MiTek USA,Inc./Compel-ars Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988 Wok) 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 #16BTR 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" O.C. 2- 3=(-1049) 364 12-13=(-101) 658 12- 4=(-141) 383 WEBS: 2x4 KDDF STAND 3- 4-1 -887) 397 13-10-(-191) 652 12- 6=(-172) 130 LOADING 4- 5=1 0) 0 6-13=(-172) 130 TC LATERAL SUPPORT <= 12"OC. 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. DON. DL ON BOTTOM CHORD= 10.0 PSF 6- 8=( -565) 338 13- 9=(-196) 181 TOTAL LOAD= 42.0 POE 7- 8-( 0) 0 8- 9=( -887) 397 NOTE: 2x4 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 PUP 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 HORZ BRG REQUIRED ERG AREA 9-11-11 2-00-10 9-11-11 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) f 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 1-00-05 3-10-04 4-00 f 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" T T T '1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 7 12 MAX LL DEFL - 0.019" @ 11'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL = -0.035" @ 11'- 0.0" Allowed - 1.406" 12.00 F7 .N12.00 MAX LL DEFL - -0.002" @ 23'- 0.0" Allowed = 0.100" M-4x6 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed - 0.133" M-4X6 MAX HORIZ. LL DEFL= 0.007" @ 21'- 6.5" M-3x4 MAX HORIZ. TL DEFL = 0.012" @ 21'- 6.5" C. M/ e 4Design conforms to main windforce-resisting Psystem and components and cladding criteria. Wind: 140 mph, h=24,2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .41411111111111111 1\18 (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 AlklM M o 12 13 1+ o o M-3x4 M-3x8 M-5x6(S) M-3x8 M-3x4 '1 0 b J. J' b 7-08-08 6-07 7-08-08 c�,p PRQ1 . S y 10-00 b 12-00 b •��\�<G NCaItVR/o� b b . ) 1-00 22-00 1-00 89782PE c'' JOB NAME : 7-D POLYGON 7-D NH C2 ,.,,,,,, , ,/ Scale: 0.2557 y2 OREG.ON ;t" �,,, WARNINGS: GENERAL NOTES, unless otherwise noted: ///��. ^� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual ,,,�j� •�(4 Ry Ab ° .4 Truss: C2 end Warnings before construction commences, building component.Applicability of design parameters and proper 7 2.204 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the bulldog designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at -A UL ICS la the responsibility of the erector.Additional permanent busting of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /`� `` continuous sheathing each as plywood sheathing(TC)and/or drywell(BC). DATE: 8/10/2015 the overall structure la the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown f. SEQ. : K 1 3 4 5 917 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectNe centredo, fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used m a non-corrosive environment and are for•ary condition'of use. EXPIRES: 12/31/2016 TRANS I D: LINK. design loads be applied to any component 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull Deering at all supports shown.Shim or wedge t August 10,2015 neefabrication,handling,shipment and installation of components. a 7.Plates assumes adequateonthhace is rslsetl. 6.This design is Burnished subject to the limitations set forth by 8.Plates shall be boated on both feces of truss,and placed so their center TPIM'TCA 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,Int./CompuTnts Software 7.6.6(1L)-E 10,For basic connector plate design values see ESR-1311,ESR-1986(MlTek) 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 #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2- 8=(-93) 842 3- 8=(-377) 349 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.0. 2- 3=(-1094) 254 8- 9=(-52) 551 8- 4=(-249) 614 WEBS: 2x4 KDDF STAND 3- 4=( -987) 431 9- 6=(-93) 715 4- 9=(-249) 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"00. UON. CL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 80 • TOTAL LOAD - 42.0 PSF OVERHANGS: 12.0" 12.0" LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BOG REQUIRED BAG 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. • ICONS. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. 11-00 11-00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T ' . 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" T ' 1' ' ' MAX LL DEFL = -0.028" @ 7'- 5.1" Allowed = 1.054" MAX TL CREEP DEFL = -0.051" @ 7'- 5.1" Allowed = 1.406" 12 12 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" M-4x6MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed - 0.133" 12.00 P7 12.00 4.0" 4 ,� • MAX HORIZ. LL DEFL= 0.013" @ 21'- 6.5" 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, (AID 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. /11 M-1.5x3M C1 0 0 til ` .2 1N0 9 = 1 I. 1 M-3x4 M-3x4 0 y b b b 7-05-01 7-01-13 7-05-01 Y y 10-00 y 12-00 y ` PRpF . .0 GINE 1-00 22-00 1-00 cv �. `� 89782P r" • JOB NAME : 7-D POLYGON 7-D NH - C3 . , fe Scale: 0.2279 _ WARNINGS: GENERAL NOTES, unless otherwise noted: .Truss: C 3 and Warnings before construction commences. bending component.Applicability of design parameters and proper te,.es.��/ ' h4) 1.Builder and erection=erector should be advised d all Genera Notes 1.This design is based only upon the parameters shown and Is for an Indlldual J OREGON �. f) 2 2x4 compression web bracing must be Installed where shown.. incorporation on component Is the responsibility of the building designer. ..e'7� �/1 a.�.y G VV 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally based at l7 ��ll j� :J is the responsibility of the erector.Additional permanent bracing of 2'o c and at 10 0.0.respectively unless braced throughout their langur by \� DATE: 8/10/2015 ins overall structure is Me responsibility of the building designer. continuous sheathing such as Arwood sheathing(TC)and/or drywail(Bc) PA O l +'\ b 3.2x Impact bridging or lateral bracing required where shown++ l.. SEQ. : K 1 3 4 5 91 8 4.No road should be applied to any component until after all bracing and 4.Installation obese is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corosiwe environment, TRANS I D• LINK design loads be applied to any component. end ere forudry canditlon'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design des nee full bearing at all supporta shown.Shim or wedge H EXPIRES; 12/31./2016 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. placedAugust 10,2015 6.This design is furnished subject to Me limitations set forth by 8.Plates shall be located on both faces of truss,and so their center TPIAANCA In SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MTek USA,Ina./CornpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-1966(MITek) 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 PC: 2x4 KDDF #10870 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2-10=(-738) 3566 10- 3=( 0) 202 BC: 2x6 KDDF #1&BTR 2- 3-(-5448) 1170 10-11-(-738) 3564 3-11=( -176) 204 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-5194) 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"OC. UON. BC SNIP' 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=1 0) 80 13- 7-(-1556) 434 OVERHANGS: 12.0" 12.0" 7-19-( -530) 2578 ADDL: BC CONC LL+DL- 2651.0 LBS @ 8'- 0.0" ADDL. BC CONC LL+DL- 2442.0 LBS 8 18'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Join to mplet 2 plyLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -955/ 4328V -306/ 306H 5.50" 6.93 RODE ( 625) g 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: r" 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. p,OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 11-00 11-00 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" T T - MAX TL CREEP DEFL= -0.001" @ -1'- 0.0" Allowed = 0.133" 4-01-12 4-00 2-10-04 2-10-04 4-00 4-01-12 MAX LL DEFL - 0.061" @ 14'- 1.7" Allowed = 1.054" 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-4x6 12.00 12.00 4.0" MAX HORIZ. LL DEFL = -0.015" @ 21'- 6.5" 5 .(' MAX BORIZ. TL DEFL- 0.034" @ 21'- 6.5" ** HANGER TO APPLY CONC. M 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: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4,'' "Q (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-3x9 +-Laterally brace to roof diaphragm. M-3X6 +-2x9 brace required , AI& M-5x10 rn j, /.. irminieummiremilmilimwm 4,7,1-, O 10 11 12 13 14 80 • IM-5x10 M-1.5x3 M-6x8 0.25" M-3x5 M-3x8 1 0 0 y y :w«+12651#M-7x1(S) y OOO 2442# y \t.< w`�`' LV 4-00 3-10-04 3-01-12 3-01-12 3-10-04 4-00 i.'..? ``a •hT ?i 1-00 22-00 1-00 89782PE �<' JOB NAME : 7-D POLYGON 7-D NH - C4 Scale: 0.1932 -V /O� REGON t".Q. WARNINGS: GENERALNOTES, unless othenwse noted: V rt Truss: C 4 1. uilder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Y V and Warnings before bracing commences. building tcorpo Component.ponenApplicability of design parameters end proper � ry 16 �j� • 2.2x4 compression web bracing must be Installed where shown+ Incorporation of component is the responsibility of the building designer. "(/ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced el /-�A Is the responsibility of the erector.Additional permanent bracing of 2'a.c.and a110'o.c.respectively unless braced throughout their length by 1"' DATE: 8/10/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood ng(TC)and/or drywall(BC). 3.2x Impact bridging or lateral bracing requiredaired where shown++ SEQ. : K 13 4 5 919 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 ID LINK tleelgnInedabeappnedmanycomponam, and are for'drycondiion•ofuse. EXPIRES: 12/31/2016 • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at a0 supports shown.Shim or wedge N August 10,2015 fabrication,handling,shipment and installation of components. necessary. 6.This design is Nrmahed subject to the limitations set forth by T.Dealgn assumes adequate drainage Is provided. 8.Plates shall be located on both feces of truss,and placed so their center TPIA TCA in BCSI,Cottee of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTNs Software i 7.6.6 L E 9.Digits indicate size of plate in Inches. . P ( )- 10.For bask connector plate design values see E58•1311,ESR.1 fife(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 EIFBTR TOP CHORD LL + DL = 32.0 PSF M-3x6(S) 11-C2-04 ' // PROVIDE SUPPORT M-5x8 �:1 12 M-3x6 8.48 1 l y 4-02-03 M-3x6 M-3x6 11* • M-3x8 o Lo /VIM ..mi � �p PROFFss �.�5 .tJGkNEfi�4 /(21, J, y y C 89782PE lir' 1-07-02 11-03-12 ,. i' 1 JOB NAME : 7-D POLYGON 7-D NH - CR 17-01-01 /; r '.. Scale: 0.4082 q2/O� REGON y..� WARNINGS: GENERAL NOTES, unless otherwise noted: ^� of 1.Builder and erection contractor should be advised all General Notes 1,This design Is based only upon the parameters shown and is for an ndrvidual "� q R 1 ` ,<<, Truss: CR and Waminga before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown a. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords is be laterally braced al PA U L Cls Is the reapanalbltity of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respecsvely unless braced throughout their length by !`� t` continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). DATE: 8/10/2015 the overall structure la the responslbllly of the building designer. 3.2x impact bridging or lateral bracing required where shown++ SEQ. : Ki 3 4 5 9 2 0 4.No load should be applied to any component until atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, EXPIRES: 12/31/2016 TRANS ID: LINK designkadabeapplied to any component. and arefor•drycondition-ofase. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge g August 10,2015 necessary. fabrication,handling,shipment and installation o/components. 6.This designIs furnished subject to the limitations set forth by0.Pietee haall beel ca adequate ne drainage is aprusised. 1S.linscincilwith oinoenath faces of truss,and placed wtheir center TPIIWTCA In SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate arseplate in Inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1L}Z 10.For basic connector plata design values see ESR-1311,ESR-7933(MITek) • This design prepared from computer input by ll� Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-1504) 335 8- 9=)-103) 834 8- 4=(-111) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9- 6=)-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5-)-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=) 0) 50 TOTAL LOAD - 42.0 PSF OVERHANGS: 12.0" 12.0" LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 NODE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - - 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 = 1.059" 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. T 1' 5-09-09 5-02-12 5-02-12 5-09-04 Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T f -( f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 M-4x6 12 End vertical(s) are exposed to wind, 6.00 I/ Q 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. /y� 1.5x3 M- .5x3 I 3 II S rdiolliiiiill IIIIII in O O 4 1 m 88 a, 2 8 9 = 7o o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 o 7-06-03 6-11-11 7-06-03 fir 2+ J, 12-00 y 10-00 y ,t��`G' pRQC.CS1s J, ), y y \.j\ ANG I N &9 /Q 1-00 22-00 1-00 , 2' /89782PE 9r JOB NAME : 7-D POLYGON 7-D NH - G1 Scale: 0.2557 WARNINGS: GENERAL NOTES, unless othenelse noted: /./..-.z/, _ - Truss: G 1 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 9 OREGON '-, and Warnings before construction commences. building component.Applicability of design parameters and proper �/ et 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building Oealgner. �� (/^ 1 i/ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 7 tel Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at ig'o.c.respectively unless braced throughout their length by /� \� DATE: 6/10/2015 buildingthe overellelructurelethe responsibility ofthe designer. continuoussheathingsuchasplywoadsheathing(TC)end/ordrywall(BC). !-sAULL (.) n 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K 1 3 4 5 9 2 1 4.No bad should be applied to any component until after all bracing and 4.Installation of Was is the responsibility of the respective contractor.to fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are be used in a non-corrosive enWmnment, TRANS I D: LINK design loads be applied to any component. and are for dry condition'of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim o wedge H EXPIRES: 12/31/2016 fabrication.handling.shipment and installation of components. necessary. 7.Dpesign fessasumeaede on drainage 4provided.ss, August 10,2015 8.This design Is furnished subject to the limitations sal forth by 8.Plates shall be located on both feces of truss,and placed so their center TFIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits lcsloe in Inches. MiTek USA,Inc./Com uTrus Software 7.6.7(10-E 10.For basin connector plate design values sea ESR-1311,ESR-1988(MiTek) II This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" [COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 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"00. UON. LOADING Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), DL ON BOTTOM CHORD = 10.0 PSF load duration factor-1.6, TOTAL LOAD = 92.0 PSF End vertical(s) are exposed to wind, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-00 11-00 T T T 12 IIM-4x4 12 6.00 Q 6.00 3 rn 0 2 ` 4 m o , 4lIllIII1II i i �' S I M-3x5(S) M-3x4 M-3x4 3, b 3. 12-00 10-00 PR• ._.. 1-00 22-00 �,r� "� 04 GIN _ 'CS01,. `t' $9782PE c' JOB NAME : 7—D POLYGON 7—D NH — GGE Scale: 0.3682 , � -"'----- - - WARNINGS: GENERAL NOTES, unless otherwise noted: GI OREGON �40 • 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 9A, d •• • Truss: GGE E and Warnings before construction commences. building component Applicability of design parameters and proper / f1 2 2x4 compression web bracing must be Installed where shown+. Incorporation of component Is Me responsibility of the building designer. 1 l//i F; ' A G V 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom unlesschobrads o be laterally braced at 7 Tl Y J ��j-. Is the responsibility of the erector.Additional permanent bracing of 2 o c.end et 10 a c.respectively ply braced throughout their length byit- V GATE: 8/10/2015 the overall structure Is the responsibility of buildingdesigner. continuous sheathing or such as plywood sheatng(TC)eer,*drywall(BC). AA UL li pons y o 9 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 13 4 5 9 2 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respectNe 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 I D• LINK design toads be applied to any component. and are for•err condition'of see. or 5.CompuTrus has no control over end assumes no responsibility for the 5.DBCe9n assumes full bearing at all supports shown.Shim wedge H EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of components. nary. 8.This desl nisfumishedsub to the limitations setT.Platersesign sadedoneothlfelo trussed. August 10 2015 g )act by 8.Plates shallbelocated on both feces of truss,endplaced soihalr center t • 9 • • TPI/TCA In SCSI,copies of which will be furnished upon request. lines coincide wpm Joint center lines. MiTek USA,Inc./Com uTrus Software 7.8.71E E t ForbDigits!sic cone elceoppiffiemignhes. P ( } 1. basic connector plate design es. see ESR-1311,ESR-1988(MITak) 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 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-4=(-35) 32 2-4-(-99) 81 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -7) 3 WEBS: 2x4 DF STAND; 2x4 KDDF STAND A LOADING LL( 25.0)+UL( 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 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"00. 005. TOTAL LOAD= 42.0 PSF 1'- 0.0" -24/ 205V -18/ 43H 5.50" 0.31 KDDF ( 625) 4'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 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'- 4.0" 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" f f MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" Design conforms to main windforce-resisting 12 system and components and 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 N r-, O 1 -1li i 101 Ill510MM *MK,O M-3x8 M-3x6 M-1.5x3 I I 3-00 4-00 ��co PROre s c.. OA I N F9 `Sf0 2 iw, 89782PE ter' JOB NAME : 7-D POLYGON 7-D NH - El Scale: 0.6150 " f/' • �4 unless otherwise noted: OREGON • WARNINGS: GENERAL NOTES, 9� (IA Cr" 1.Builder and erection contractor should be advised of all General Notes 1.This tlesign is based only upon the parameters shown end is loran individual �,9 (//f Ry A Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters end proper �l G. 2.2x4 compression web bracing must be Petalled where shown+. Incorporation of component Is the responsibility of the building designer. 17,6b/r. `v�V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords la be laterally braced al { t'1,A U L r` Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'me.respectively unless braced throughout their length by /"� `` DATE: 8/10/2015 the overall structure a the responsibility f the buildingdesigner. continuousximpatsheathing insuch l bs aciplyng re aired where sown) drywell(BC). pons lyo g 3.2x impact bridging or lateral bracing required where shown++ SEQ.: K 1 3 4 5 9 2 3 4.No load should be applied to any component until after at bracing and 4.Inetallatlon of truss 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 in a non-corrosive environment EXPIRES: 12/31/2016 design loads be applied to any component. and are for'Wry condition•of use. TRANS ID: LINK 5.CompuTrushasnocontroloverandassumesnoresponslbtlyforthe 6.Design assumes ullbeadngetall suppa sshown.Shima wedge If August 10,2015 necessary. fabrication,handling,shipment and installation of components. ].Designeshell assumesladequate drainagefis prodded. 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both feces of truss,and placed as their center TPPMCA In SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate eine of plate In Inches. MiTek USA,Ino./CompcTrus Software 7.6.6(1 L)'E 10.For basic connector plate design values see ESR-1311,ESR-1988(MRM) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Xl&BTR LOAD DURATION INCREASE - 1.15 1-2=(-29) 14 1-3=(0) 0 BC: 2x9 ROOF 81&BTR SPACED 24.0" O.C. WEBS: 2x9 OF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+01( 7.0) ON TOP CHORD - 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"0C, UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 2711 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 P50 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KEEP ( 625) JT 1: Heel to plate corner = 5.25" 9'- 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 - g 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 10 PSF 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 L' 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, ir Truss designed for wind loads in the plane of the truss only. N ti r 0 .a <011111011& 1 ro 11100111r' I1 o 0 409:66...: 3/< M-3x8 M-3x6 y 4.!(.!?‘ � �a p OFA J, 3-00 . \� C1GIN Ffi / 9-00 w. '' PROVIDE FULL BEARING•Jts:4 3 2 897 82 P E �('"' JOB NAME : 7-D POLYGON 7-D NH - E2 Scale: 0.9459 T✓' / / N -"- WARNINGS: GENERAL NOTES, unless otherwise noted: -74/O-REGON 6•-• ,,.. .Truss: E 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ,} (J^ 4 V ��[ T �l 1 2.204 compresdon web bracing must be Retailed where shown a. Incorporation of component Is the responsibility of the building designer. `� 3.Additional temporary bracing to Insure stability during constructor 2.Design assumes the top and bottom chortle to be laterally braced at PA UL f1.` is the reepondblllty of the erector.Additional permanent booing of 2'e.c.end at 10'o.c.respectively unless braced throughout their length by 1`� DATE: 8/10/2015 the overall etmcture Is the responsibilityof the buildingdesigner. continuousIpostsheathing such bracings plywoodrequired sheatt ere)asir drywen(Bc). 3.20 Impact bridging or lateral where shown++ SEQ. : K 13 4 5 9 2 4 4.No load should be applied to any component until after all bracing and 4.Installation of buss la the responsibility of the respective contractor. 12/31/2016 ry/h !� i fasteners are complete and at no time should any loads greater than 5.Design assumes nieces are to be used Inc non-corrosive environment, EXPIRES: 1 L7 v71IGO 1. TRANS I D: LINK design bads be applied to any component. and are for•dry condition.of use. 5.Compul us has no control over and assumes no responslbnity for the e.neer see assumes full bearing at all supports shown.Shim or wedge N August 10,2015 fabrication,handling,shipment and Installation of components. ry 8.This design is furnished subject to the limitations set forth by7.Passumes elo ea eduote drainage faces is provided. gr8.Plates shallebe located on both feces of truss,and placed Cu their center iPIMRCA In SCSI,copies of which will be furnished upon request. linea indicate with joint ate In Inches.9.Forb isic con siren pplateign val MiTek USA,Inc./COmpuTNs 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 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #163TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-18) 85 TC LATERAL SUPPORT <- 12"OC. SON. 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 = 42.0 PSF 0'- 0.0" -50/ 287V -32/ 99H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -165/ 174V 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 29 "on s aci g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=1/240, 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 = 0.004" @ 1'- 0.0" Allowed - 0.147" 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 = 0.472" 1-11-11 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL - 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 P7 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M f M-3x4 b y b 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 8-00 V�=;S GP E&- w /89782PE fir" JOB NAME : 7-D POLYGON 7-D NH - J1 Scale: 0.6125 ,?`✓c , S: WARNINGGENERAL NOTES, unless er othwise noted (4./s���/' v,Z 1.Budder 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 7 OREGON N. Truss: J1 end Warnings before construction commences. building component.Appllcablllty of design parameters and proper 2� ^P 2.2x4 compression web bracing must be Installed where shown 4. incorporation M component is the responsibility of the bulking designer. ,.(} ^ V C`h 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 'l Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 24!mnuousrigingi or�ucheaptywooduiredsheathing(TC)ereshnd/or tlrywall(BC). �S AUL pons ty 9 9 3.2x ImpaG bridging or lateral bracing required where drown** �l SEQ. : K].3 4 5 9 2 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the reapectNe 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 I D• LINK design loads be applied to any component. and are for g conditionof hes. 8. • 5.CompuTms has no control over and assumes no responsibility for the Design sea ting at all supports shown.Shim or wedge g EXPIRES: 12/31/2016 5ery fabrication,handling. assumes full bearing shipment and installation of components. 7.Design assumes adequate drainage is prodded. August 10,2015 8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center 9 TP17 TCA In BCS1,copies of which will be furnished upon request. lines coincide all joint center lines. 9.Digits indicate else of plate in inches. MITek USA,Inc./CompuTms Software 7.6.6(1L)-E 1o.For basic connector plate design values see EBR-1371,EBR-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 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF fl&BTR SPACED 24.0" O.C. 2-3=(-90) 113 TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT 0= 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 POE 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 1COND. 2: Design checked for net)-5 psf) uplift at 24 "00 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 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" T l' MAX TC PANEL TL DEFL - -0.044" @ 2'- 2.3" Allowed = 0.503" MAX BC PANEL TL DEFL = -0.122" @ 4'- 1.4" Allowed = 0.472" 3 -/ MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" 12.00 7 I/ 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=1.6, Truss designed for wind loads in the plane of the truss only. xr Tr' c m V ' No M-3x4 1 • )' b l 1-00 [PROVIDE FULL BEARING;Jts:2,3,4 [ 8-00 ,44 0 P R pp�sfs' '� / 89782PE 9r • JOB NAME : 7-D POLYGON 7-D NH - J2 Fi , Scale: 0.5625 �^ .....__ _I WARNINGS: GENERAL NOTES, unless otherwise noted / (✓�1/1/& /',+ vJ 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an Individual yA O R EG O N rte~' Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper (y �r 2.2x4 compression web bracing must be Installed where shown.. Incorporation of component Is the responsibility of the building designer. .1:4b y� Uq R�, CJ V ,„ 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced at /, l_`CV. Is the responsibility of the erector.Additional permanent bracing of 2'n c.and al 10 ore respectively unless braced throughout their langur by !� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) PA U` r DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.24 Impad vd bridging or lateral bracing required rore shown++ Al 4 SEQ.: Ki3 4 5 9 2 6 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the reepecthre contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-cosoaive environment, TRANS ID• LINK design loads be applied to any cornponant and ere for dry condition.'of use. 5.CompuTrus has no control over end assumes no responsibility for the 5 n0acoese aeumee mu1 bearing at all supporta snows.Shim or wedge If EXPIRES: 12/3112016 fabrication,handling,shipment and installation of components. ry. a 5.This designis furnished subject to the limitations set forth byI.Design assumesadequate bdoth is trusse August 1�,2015 I S.vlerec snag be located ceer l500,or buss,and placed so their center g TPlnvrcA In Bcsl,cedes of canton win Be furnished upon request. linea coincide with(dm center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.8.6(1 L)-E 10.For basic connector pleb design values see ESR-1311,ESR-1958(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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF #16BTR 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)+OL( 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 5-11-11 VERTICAL DEFLECTION LIMITS: LL=1/240, TL-L/180 T T 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" 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 7 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, ,�-1 Truss designed for wind loads Iin the plane of the truss only. c 0 o o A- 0 0 M-3x4 1 y 1-00 y 8-00 )' 5KO\ �PRQFess �ROVZDE FULL BEARING;Jts:2,3,9 I N E /89782PE v JOB NAME : 7-D POLYGON 7-D NH - J3 Scale: 0.4574 ' p `.. WARNINGS: GENERAL NOTES, unless otherwise noted: -, (,r' ^ vJ 1 Builder end erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and is for an Individual OREGON c..,Truss: J3 and Warnings before construction commences. building component Applicability of design parameters and proper '� 2 Frk/ A6 2V �� 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is me responsibility of the building designer. (J/t V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 7 �'7 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2z impact bridging sheathing lateral bradnN requl ed where ssuch as plywcod )howno+drywall (BC). � �2j i‘ \ SEQ. : El3 4 5 92 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. i fasteners are complete and at no lima should any loads greater than 5.Design assumes trusses are k be used in a noncorrosive environment, TRANS I D• LINK design loads be applted to any component. end are for^e y condition.of use. �/ c 12/31/2016 ry ry 1 5.CompuTms has no control over end assumes no responsibility for the 8.Oee�lgnassumes full bearing at all supports shown.Shim on wedge H EXPIRES: 1 2/31./20 1 6 fabrication.handlin shipment and installation of components. ry. { g,ehi 7.Deter shall adequate drainage to rud. August 1 0,2015 8.This design is famished subject to 01e limitations set forth by B.Plates shell be located on both latae of truss,and placed so their center TPINOTCA In SCSI.copies of which will be furnished upon request tins 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,E55-1088(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DD£/Cq=1.00 TC: 2x4 KDDF k1613TR LOAD DURATION INCREASE = 1.15 1-2=) 0) 80 2-5=(-178) 184 3-5=(-266) 256 BC: 2x4 KDDF k16BTR SPACED 24.0" O.C. 2-3=(-267) 125 WEBS: 2x4 KDDF STAND 3-4=(-121) 85 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)011) 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 RODE ( 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 "oo spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 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 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=1.6, Truss designed for wind loads in the plane of the truss only. ti m tv1 o I 1011/3x y 00 8-00 mac' GE P £s 1- o/L PROVIDE FULL BEARING;Jts:2,5,4 kw 89782PE 9r JOB NAME : 7-D POLYGON 7-D NH - J4 Scale: 0.3686 �> ........_.-...._......._._. WARNINGS: GENERAL NOTES, unless otherwise noted: fps+ �✓� -' "" Truss: J4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an IndNldual )y OREGON and Warnings before construction commences. building component.Applicability of design parameters and proper gs 4,/(J =15' �� 2.244 compression web bracing must be Installed where shown+. Incorporation of component Gthe responsibility of the building designer. .''? /1 VV 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bollen chorda to be laterally braced et 7 AlR <,,, Is Me responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'0.0.respectively unless braced throughout their length by , DATE: 8/10/2015 the overan structure is the responsibility of buildingdesigner. continuo.ximpact bridgisheathng orng suchr l bs plywood shred where (r s and/or dryarau(Bc). A��t pons tyo grrer. 3.2x bMging or lateral bracing requiretl where shown++ L SEQ. : K 13 4 5 9 2 8 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS I D• LINK design loads be applied to any component. and are for'dry condition'of use. 5.CompuTn,s has no control over and assumes no responsibility for the e.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 fabrkalian,handling,shipment and installation of components. "nary. .I 7.Patign esab located on bothfagerepruss,anded. August 10,2015 6.This design is famished subject to Me limitations set forth by 8.Plates shall be bcaled on bath feces of truss,and placed so their canter 9 TPIIWTCA M SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate alas of plate In Inches. MiTek USA,Inc./CornpuTrus Software 7.8.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1998(MITsk) 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 2-6=(-147) 182 3-6=(-262) 212 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-347) 125 WEBS: 2x4 KDDF STAND 3-4=(-327) 127 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 0= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -43/ 449V -140/ 398H 5.50" 0.72 KDDF ( 625) 7'- 9.5" -58/ 230V 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacg. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-1/240, TL-L/180 T f MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" 5 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -' MAX LL DEFL = -0.039" @ 9'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 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 HORR. TL DEFL = -0.007" @ 7'- 10.9" /M-3x5 Design conforms to m indforce-resisting system and componentsandcladding criteria. V) 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 of 0 tiM0N 1: Atil1 o IO QEPROFey y ) y . s 1-00 8-00 1-11-11 ', s/ ... (l 19 (21, BEARING;Jts:2,6,4 I 9'89782PE v JOB NAME : 7-D POLYGON 7-D NH - J5 Scale: 0.3249 WARNINGS: GENERAL NOTES, unless otherwise noted: (,.✓ 40 -'i Truss: J5 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 92 OREGON hV'. and Warnings before construction commences. building component.Applicability of design parameters and propers (3 ��" Incwpwetlon of component Is the responsibility of the bulldinA designer. 2.2x4 compression web bracing must be installed where shown e. 1,510 t U/^'l iR Y .\ Y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bosom chortle to be laterally braced at 7T b the responsibility of the erector.Additional pannanenl bracing of 2'o.c,end a110'o.c.respectively unless braced Throughout(heir length bydir DATE: 8/10/-2015 me overall structure is the responsibility f the building designer. continuous sheathing such as plywood sheathing(TC)and/w drywell(00) P q U` S'\ pons ty o 9 9 3.23 Impact bridging or lateral bracing required where shown++ �"1 4+ SEQ. : K1345929 4.No load should be applied to any component until after all bracing and 4.Installation of Was Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are b be used in a non-corrosive environment TRANS ID: LINK design loads be applied to any component. and are for'idly condition.of use. 5.CompuInc has no canird over and assumes no responsibility for the 8.Design assumes full Owingal all supporta shown.Shim w wedge K EXPIRES: 12/31/2016. . fabrication,handling,shipment and installation of components. ry. {{ 7.Design eaumesadedobdrainage esopmss,ded. August 1,2015 6.This design Is furnished subject to me limitations set forth by S.Plates shall be located on both feces of truss,and placed so their center 9 TPINJICA M SCSI,copies of which will be furnished upon request. lines coincide whh joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./ConlpuTnls Software 7.6.6(IL)-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 11'- 11,7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF fol&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-141) 172 3-6=(-298) 204 BC: 2x9 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-399) 303 WEBS: 2x4 KDDF STAND 3-9=(-378) 313 LOADING 4-5-(-124) 88 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.-0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 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/ 469V -183/ 440H 5.50" 0.79 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psi) uplift at 29 "cc spacing. 11-11-11 'r ' 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=9.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), loaddurationfactor=1.6,12.00 Trussdesignedfor windloads in the plane of the truss only. PI c 0 t ~M 0AllillilL++///1/ 0 -.6 -f1 1 O -3x4 M-1.5x3 �c?c1D PROFet, y y y y t��� 'C�y jIN � 1-0o 8-00 3-11-11 4 -. 'PROVIDE FULL BEARING;Jts:2,6,9,5 ' '� 89782PE T JOB NAME : 7-D POLYGON 7-D NH - J6 , -,� Scale: 0.2679 < -/j WARNINGS: GENERAL NOTES, unless otherwise noted' Truss: J 6 1.Builder and erection contractor should be advsed of all General Notes 1.This design is based only upon the parameters shown end Is for an Indl duel Oh\� and Warnings before construction commences. building component Applicability of design parameters and proper 'y OREGON /� 2.2x4 compression web bracing must be installed where shown+ Incorporation of component Is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at �� Vtf R 1 � . 3.Additional temporary bracing to Insure stability during construction 2'o.c.and al 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheabridging ng each as plywood aheathin TC d/or d II BCT- . DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact brd Ing or lateral bracing g( )an Dela( ). i �' ,S UL �� g g raqulred where shown++ A SEQ.: K],3 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 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 cempanent• end are for'dry condition.of use. 5.Com uTnrs has no control over and assumes no res 8.Design assumes NII bearing at all supports shown.Shim Of wedge H EXPIRES: 12/31/2016 2/31/201 6 P responsibility for the syary q x fabrication,handling.shipment and installation of components. 7.Dealgn asaumea adequate drainage is provided. August 1 0,2015 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP11WTCA In BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate ale of plate In inches. MiTek USA,Ino./ConlpUTras 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 11'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-148) 176 3-6=(-253) 213 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-328) 247 WEBS: 2x4 KDDF STAND 3-4=(-308) 256 LOADING 4-5=1 -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 HOBE 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 psf) uplift at 24 "oc spacJg. 11-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=1/240, TL-L/180 'r 1' 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 = 0.018" @ 2'- 0.7" Allowed = 0.343" 't 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 it Truss designed for wind loads in the plane of the truss only. 12.00 ro O I rn 0 I M-3x5 no 3 4 M O O �6 o M-3x4 M-1.5x3 � ..D PROFF , > y 54GINE `r/Ca 1-00 8-00 3-00 //��, , Est,, (PROVIDE FULL BEARING;Sts:2,6,4,5 �l 9 89782PE r/ '" JOB NAME : . 7-0 POLYGON 7-D NH - J7 . .-...7"- Scale: 0.2991 j..... WARNINGS: GENERAL NOTES, unlessoteretse noted: / G+' � 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual '^Y OREGON Truss: J7and Warnings before construction commences. building component.Applicability of design parameters and proper a�,r //, Q.'•• 2 2x4 compression web bracing must be installed where shown.. Incorporation of component b Me responsibility of the building designer. ,.(} l' +� 3 Additional temporary brecirg to Insure stability during construction P Design assumes the top and bottom chords to be laterally braced at 7 �'7 Y '4 ,r1'.. �j_ Is the responsibility of the erector.Additional permanent bracing of 2 o c,end et 10 o c.respectively unless braced throughout their length by \ V continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). P/f U{ DATE: 8/10/2015 me overall structure N the responsibility of the building designer. 3.28 Impact bridging or lateral bracing required where shown•• �'{ l.^ SEQ. : Ki3 4 5 9 31 4.No mad should be applied to any component until after all bracing and 1.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any bade greater then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK do I r Bode be eppled to any coo rent and are tar Mry conditlorf of sea. 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full beefing at all supports shown.Shim or wedge a EXPIRES: 12/31/2016 seely. fabrication,handling,shipment end installation of components. 7 t q a.DesigPlates assumes adequate drainage bprovided. August IO,2015 S.This design Is famished subject to the limitations set forth by 8.Plates shell be located on both feces of truss,end placed so their center TPIAVICA In SCSI,copies of which aft be furnished upon request. lines coincide with joint center lines. 9.Digits indicate else of plate In Inches. MiTek USA,Ino./CoelpuTrus Software 7.6.6(1L)-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/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=1-65) 115 6-5-1 0) 23 BC: 2x4 RUDE #16BTR SPACED 24.0" O.C. 2-3=(-213) 0 5-7=(-84) 145 5-3=( 0) 71 WEBS: 2x9 KDDF STAND 3-9=( -23) 40 3-7=(-161) 93 LOADING TC LATERAL SUPPORT <= 12"OC. SON. 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" -29/ 380V -61/ 161H 5.50" 0.61 KDDF ( 625) LL = 25 PIE Ground Snow (Pg) 3'- 10.9" -198/ 9IV 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 spaci+'g. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, 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" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed- 0.133" MAX LL DEFL = -0.007" @ 2'- 9.2" Allowed = 0.170" 4 -/ MAX TL CREEP DEFL = -0.011" @ 2'- 9.2" Allowed = 0.226" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" 12 MAX BC PANEL TL DEFL = -0.034" @ 5'- 0.2" Allowed = 0.290" 12.00 7 MAX HORIZ. LL DEFL = 0.011" @ 7'- 7.6" M-4x6 MAX HORIE. TL DEFL - 0.019" @ 7'- 7.6" Design conforms to main windforce-resisting system and components and cladding criteria. 4Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, p (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, rn nsns Truss designed for wind loads l in the plane of the truss only, i Oli Y r7 , O o m M-1.5x3 1 �� o o M6 3x4 M-3x4 M-3x5 b b b 2-09-04 5-02-12 ), 1 3, b 1-00 2-11 8-00 5-01 (PROVIDE FULL BEARING;Jts:2,4,7 h 0 /'�['...A �,�� ,NAG I N E.9...AP p Q 89782P r JOB NAME : 7-D POLYGON 7-D NH - J8 Scale: 0.5500 /'� ` l WARNINGS: GENERAL NOTES, unless otherwise noted: V ' 43 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an Indlidual -14,z, OREGON Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters end proper .,4�� n� 2.284 compression web bracing must be Installed where shown+. incorporation of component la the responsibility of the building designer. 7,(� r.� *' 3.Additional temporary bracing to Insure stability dump construction 2.Design assumes the tap and bottom chords to be laterally braced al 7�]' Al�l(�' :J la Ihs reaponslDNlty of the erector.Additlonel pennenent bracing of 2'ow and at 10'o.c.respectively unlss braced throughout their length by DATE: 8/10/2015 the overall structure Is the responsibility of Me building desi continuous sheathing each as acing replywood airedsheatng(TC)and/or drt'tt 6 C). �. /1 j �' ` po ty g gmr. 3.2x Impact bridging or lateral bracing required where shown++ ^�„J SEQ. : K1345932 4.No bad should be applied to any component until atter all bracing and 4.Inalella9on of truss Is the responsibility of the reapecthre contractor. fasteners are complete and at no time should any loads greeter than s.Design assumes trusses are to be used In a nomcoeosive environment TRANS I D' LINK design loads be applied to any component. and are for'dry condition.'of use. 5.Constants has no control over end assumes no responsibility for the e.De`les eeumee full Deering sl all supporta shown.Shim or wedge P EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. ry T.Design assumes adequate 8.This design is furnished sub)ect to the limitations set forth by 8.Plat sshalll be locatedanbothlfec a at truss,prodded.and placed so their center August 10,2015 TPI/WTCA In SCSI,copies of which will be furnished upon request. linea coincide with Joint center lines. g.Diglta Indicate size of dale In Inches. MiTek USA,Inc./CompuTrus 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 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-122) 189 6-5=( 0) 23 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-284) 43 5-7=(-157) 234 5-3=( 0) 71 WEBS: 2x4 KDDF STAND 3-4=( -87) 73 3-7=1-259) 179 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+UL( 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 BAG 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 POE 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 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. „ _ _ g BOTTOM CHORD CHECKED FOR lOPSF 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" T 1' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 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" (IMAX TL CREEP DEFL = 0.000" @ O'- 0.0" Allowed = 0.105" 2 MAX HORIZ. LL DEFL = -0.019" @ 7'- 7.6" MAX HORIZ. TL DEFL= 0.022" @ 7'- 7.6" Design conforms to main windforce-resisting 12.00 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, MWERS(Dir), load duration factor=l.6, M-4x6 o Truss designed for wind loads t in the plane of the truss only. cn 0 i 4010 fr: idi . .. ... .. .... . M o ��l o o /- _ r M-1.5x3 to a Mb3x4 Fei0 M-3x9 M-3x5 1 l 1 y y 2-09-04 y y �� 5-02-12 nO) PROp' s 1-00 y 2-11 5-01 y \5 ENGINE' /, 8-00 (PROVIDE FULL BEARING)Ji5:2,4,7 Qw 89 7 82 P E �9'� JOB NAME : 7-D POLYGON 7-D NH - J9 , , -_- Scale: 0.4378 CI '\4 WARNINGS: GENERAL NOTES, unless otherwise noted: �/'�OREGON CT 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 �, Gf A` y �s�[ Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper .4 1 J ��`C 2.2x4 compression web brewing muss be Installed where shown*. Incorporation of component is the responsibility of the budding designer. 3.Additional temporary bracing to Insure stability during construction P.Design assumes the lop and bottom chords to be laterally braced at It hA UL f1\. le the responsibility of the erector.Additional permanent bracing of 2'sc.and at 10'o.c.respectively ansae braced throughout their length by 1"'� `` DATE: 8/10/2015 the overall structure Ie be responsibility f the building deal continuousImsheathing such as plywood required a where s alMlor drywall(BC). epons ty a g goer. 3.2,Impact bridging or lateral bracing raqulred where shown i v SEQ. : Ki3 4 5 9 3 3 4.No bad should be applied to any component until after all bracing and A.Installation of iron b the responsibility of the respective contractor. fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. EXPIRES: 12/31/2016 TRANS I D: LINK design roads be applied to any component. and are for"dry condition.or use. 5.CompuTnahasnocontroloverendassumesnoresponsibilitytorthe 6.Design assumes fu0beerirlgatall supports shown.Shim orwedge H August 10,2015 fabrication,handling,shipment and habitation of components. necessary.se 7.Oates 808 be aced on drainage is truss,d. and This design la furnished subject to the limitations set lona by B.Plates shall be located on both feces of truss,and placed so their center TPIMTCA In SCSI,copies of which will be furnished upon request. linea coindde with joint center Tines. MiTek USA,Inc./Com uTrus Software 7.6.81L E 0 Digits indicatesizeofplats In inches. P ( 1.For basic connector plata design values see ESR-1311,ESR-1888(Wok) 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: 284 KDDF #1SBTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 80 2-6-(-216) 270 6-5=( 0) 23 BC: 2x9 KURF #13BTR SPACED 24.0" O.C. 2-3=(-354) 75 5-7=(-277) 344 5-3=( 0) 71 WEBS: 2x9 KDDF STAND 3-4=(-158) 118 3-7=(-380) 306 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 BEG REQUIRED BRG AREA TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -44/ 4765 -121/ 292H 5.50" 0.76 KURF ( 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. _ ., _ _ g BOTTOM CHORD CHECKED FOR DRPSF 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" '1 MAX 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" MAX HORIZ. LL DEFL = -0.031" @ 7'- 7.6" 0 MAX HORIZ. TL DEFL - 0.032" @ 7'- 7.6" 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), 12 load duration factor=l.6, 12,00 7 Truss designed for wind loads in the plane of the truss only. up0 I a, 0 M-4x6 to Alkii,,.. .:.,.8 _,„0 7►� u1 -m r- M-1.5 x 3 o O M 63x9 O M-3x4 11-3x5 y y y �, ?' �'R OFFOA, 2-09-04 5-02-12 k y y y , 41 ' /q'L 1-00 , 2-11 5-01 y �y�t?' ,r 8-00 LPROVTDE FUT.S,RPARTNf. ,T1-'•2.7.4 I "A. /89782PE �` 7 JOB NAME : 7-D POLYGON 7-D NH - J10 ;i` � i Scale: 0,3561 9�OREGON ) 4' WARNINGS: GENERAL NOTES, unless otherwise noted: // f7C V�s.s 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 ,yam}, Vii V� Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper l7 XI 2.2x4 mmpresNon web bracing moat be Installed where shown.. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al 'S h,a U L CS�. le the responalblBy of the erector.Additional pennenenI breci'5 of 2'o.c.and et IF o.c.respectively unless braced throughout their length by PAUL s' DATE: 8/10/2015 the overall structure Is the res Ibmof the buildingdesigner. continuous5I,pe iigathmg such l bs plywood airedsheatt,era c armor nrywan(Bc). Poria ty g 3.2x Impact bridging or literal bracing required where shown.+ SEQ. : K 13 4 5 9 3 4 4.so load should be applied loony component until after at bracing end 4.Installation of buss Is the reeponslbifty of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corm&we environment EXPIRES: 12/31/2016 TRANS ID: LINK design loads be applied to any component. and are for%try condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing at all supporta shown.Shim or wedge 8 August 10,2015 fabrication.handling.shipment and installation of components. ry 1.Pielee assumes el adequate drainage Is provided. 6.This design Is famished subject to the limitations set forth by S Plates shall be located on bath faces of iws,and placed so their center TPI/TCA 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./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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-7=(-208) 270 7-6=( 0) 23 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-354) 75 6-8=(-267) 344 6-3=( 0) 71 WEBS: 2x9 KDDF STAND 3-4=(-199) 118 3-8=(-380) 295 LOADING 4-5=( -43) 0 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA OVERHANGS: 12.0" 6.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -44/ 473V -126/ 322H 5.50" 0.76 BEEF ( 625) 7'- 7.6" -52/ 200V 0/ OH 5.50" 0.32 HOOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -172/ 213V 0/ OH 1.50" 0.27 BEEF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 8-06-08 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T fMAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" 5 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.019" @ 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 system and components and cladding criteria. Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads iin the plane of the truss only. co M-4x6 3 1111 I 8 u1 t Vimim o M-1.5x3 o z 1 M23x4 0 1 M-3x4 M-3x5 2-09-04 5-02-12 y1-00, 2-11 b 5-07-08 b y <0' GpN Qfi��s/ 8-00 0-06-08 r�5 N � �? lj IPROVI DE FULL BEARING;Jts:2,8,4 � gg 7$2 P E JOB NAME : 7-D POLYGON 7-D NH - J11 Scale: 0.3096 / ��- '•� WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 4) Truss: Jl 1 1.Builder and erection contractor should "should be advised of all General Notes 1.This design based only upon the parameters shown and is for an individual s� and Warnings before construction commences. building component.Applicability of design parameters and proper 4/(/ {1V '° 2 204 compression web braGng must be Installed where shown•. incorporation of component Is the responsibility M ed the busH designer. ARY A5 V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'l _\ responsibility of the erector.Additional partnaneni bracing of ir 3'o.o.and at 10'o.c.respectively unless braced Throughout their length by Is thev continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �.n 11 •\ DATE: 8/10/2015 the overall structure is + the responsibility of the building designer. 3.2x Impact bridging or lateral braGng required where shown + /'{ SEQ.: K13 4 5 9 3 5 4.No load should be applied to any component until after all bracing and 4.Inetanadon of truss Is the responsibility of the respective convector. fasteners are complete and at no Owe should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for dry condition.of use. 5.CompuTms hes no control over and assumes no responsibility for the B.Desitin assumes full bearing at all supports shown.Shim or wedge H EXPIRES: 12/31/2016 necefabrication.handling,shipment and installation of components. sna s y 7.Design assumes b escadequate drainage is rustd.an AU9USl 1 0,2015 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both feces of truss,and placed so their center TPI/TCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. uTrus Software 7.8.6 1 L-E g.Digits Indicate size of plate In Inches. Mitek USA,Inc./Com P ( ) 10.For baelc connector plate design values see ESR-1311,ESR-1888(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 ROOF #11610 LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 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= 92.0 PSF 0'- 0.0" -62/ 302V -32/ 99H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -39/ 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: Desi•n the ked for net -5 .01 u•lift at 29 "oc soacig. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR DOPSF 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 - 0.197" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" 1-11-11 ,rr 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. r N M ,- O 0 0 NEMIN 4 a - M-3x4 1 1 1 y 1-00 2-00 [PROVIDE FULL BEARING;Jts:2,4,3 ��4EO PR OPtn � 0.0 �5 NGINE 9 /p 0. k, 17 89782PE r• JOB NAME : 7-D POLYGON 7-D NH - SJ1 Scale: 0.6555 �5 `- -- WARNINGS: GENERAL NOTES, unless otherwise noted: '5 OREGON '+ 1 Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual , Truss: SJl and Warnings before construction commences building component.Applicability of design V p App h g parameters and proper (((��y 2 2x4 oompresslon web bracing must be Installed where shown.. Incorporation of component Is the responsibility of the building designer �^Ry ' �" 3 Additional temporary bracing to Insure stabil) during construction 2 Design assumes the lop end bottom unless braced la be laterally braced length 'l Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.e.respectively unless braced throughout their IergM by ('� DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. continuous sheathing etches plywood aired here s and/or drywell(BC). r a U C`\ 3.in Impactoftruss bridging or lateral bracing requited where shown t t SEQ. : Ki3 4 5 9 3 6 <.No load should be applied to any component until after an bracing and 4.installation of buss K the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes bosses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for•dn condition.'of use. 5.Cam uTrus has no control over end assumes no res e.Design assumes full bearing at all supporta shown.Shim or wedge N EXPIRES: 12/31/2016 p responsibility for the ne scary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. August 1 O,2015 6.This design is furnished subject to the limitations set forth by 8.Plats shall be located on both faces of truss,end placed so Ihelr center TPIMTCA In SCSI,copies of which will be famished upon request. lines colndde with joint canter lines. MiTek USA,Inc./Com alrus Software 1L 7.6.6 9.Diouf indicate size 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 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=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-109) 94 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)051) 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 POE 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 1COND. 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" 3 - MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL e 0.003" @ 1'- 0.1" Allowed 0.072" 12 MAX HORSZ. LL DEFL s -0.001" @ 3'- 10.9" 12.00 7 ' MAX HGRIZ. 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. aI • I c c m /-- .0 0 0 ►' 4►1 M-3x4 1 J' b ). ) 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 1 C� Opt +`, 0,\G I E ,9 s'0 S 'r 89782PE JOB NAME : 7-D POLYGON 7-D NH - SJ2 � :_ Scale: 0.6093 ", f___._. .__..._ WARNING ES, unless Bu Builder and erection contractor should be adotsed of all General Notes GENERAL1.Thiesigns based onty upon the rameters shown and is Saran Individual v M1�YJ Truss: S J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x1 compreealon web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop end bosom chords to be laterally braced al 'YY, I_ AIR y 5 �(j-., Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and et to o.c.respectively unless braced throughout their length by �� V DATE: 8/10/2015 continuous sheathing each as plywood sheathing(TD)and/or drywaOBC). pA u L the overall structure Is the responsibility of the building designer. 3.22 Impact bridging or lateral bracing required where shown++ rl SEQ. : Ki3 4 5 9 3 7 4.No bad should be applied to any component until after all bracing and 4.Installetoe of truss Is the responsibility of the respective contactor. fasteners ere complete and al no time should any loads greeter then 5.Design assumes trusses are to be used in a non-corrosive enWonmenl, TRANS I D: LINK design leads be applied to any component and am for.dry condlnon•of use. 5.Cam Tas has no control over and assumes no res 6.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 pu responsibility for sorry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 1 0,2015 8.This design is furnished subject to the limitations set forth by e.Plates shay be located on both laces of truss,end pieced so their center TPI/TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTak USA,Inc./Com uTrus Software 7.8.6 1 L E 9.Digits Indicate size of plate In Inches. P ( )- t0.For basic connector plate design values see ESR-1311,ESR-1888(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 P16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF #165TR SPACED 29.0" O.C. 2-3=(-167) 136 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. Li( 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 PIE' 0'- 0.0" -24/ 306V -90/ 2246 5.50" 0.99 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 1COND. 2: Design checked for net(-5 psf) uplift at 29 "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" 7 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" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12.00 (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. c r+ c oM o,--in in O -/ 0 M-3x4 1 k k k k 1-00 2-00 3-11-11 0 PR PROVIDE FULL BEARING;Jts:2,4,3 `rte/ 89782PE ��" JOB NAME : 7-D POLYGON 7-D NH - SJ3 Scale: 0.9703 r WARNINGS: GENERAL NOTES, unless other/Me noted: OREGON Truss: .S J3 1.Builder and erection contracler should be advised of all General Notes 1.This design la based only upon Be parameters shown and is for an individual "V OREGON ��++..�N. and Warnings before construction commences. building component.Applicability of design parameters and proper / (�V 2.9x4 compression web bradng must be Installed where shown, incorporation of component is the responsibility of the building designer. ..lf (J/f^`- A !/ ¢� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at 7 �l/�Y i � . Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'en.respectively unless braced throughout their length by ('�`�� continuous sheathing such as plywood sheadling(TC)and/or drywall(BC). PA UL `` DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown+• /'1 SEQ. : 1(1345010 0.No mad should be applied to any component until after all bracing and 0.Installation of truss la the responsibility of the respective contractor. fasteners are complete andel no time should any loads greater than 5.Design assumes tresses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and am for'dry condition'of use. 5.CompuEras has no control over and assumes no responsibility for the 6.Desitin assumes run bearing et alt supporta shown.Shim or wedge g EXPIRES: 12/31/2016 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 shell be located on both faces of truss,and placed so their canter 9 TPIIWTCA In SCSI,copies of which will be furnished upon request lines coincide with joint center lines. I Digits Indicate ect plate In inches. MiTek USA,Inc.iCom uTrus Software 7.6.6 1L-E I Darbaskconnector plate design values see ESR-1311,ESR-1988(MITak) • 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-109) 95 1-3=(0) 0 BC: 2x9 KDDF #14BTR SPACED 24.0" 0.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BOG REQUIRED ERG 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) CL 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/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net i-5 psf) uplift at 24 "oc soaci)tg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed= 0.054" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL TL 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 12.00 177 Design conforms to mlwindforce-resisting system and components and cladding criteria. I'.' Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. c 0 c O N IO A- 1�� 3 M-3x4 1 1 1 2-00 1-11-11 PROVIDE FULL BEARING;Jts:1,3,2 I iiktDR°Fe ,....._"44 89782PE 9� JOB NAME : 7-D POLYGON 7-D NH - SJ4 , -..- r Scale: 0.5842 / _ --�--- f WARNINGS: GENERAL NOTES, unless otherwise noted: Cr. OREGON h<0 Truss: S J 4 Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is for an indWidual M1 and Warnings before construction commences building component Applicability of design parameters and proper 2 (T 2 b4 compression web bracing must be Installed where shown.. incorporation of component Is the responsibility of the building designer. -V (//i�.5`, 4 G V • 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop end bottom ase braced to be laterally braced at I AlRy f Y f J �G.. Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless throughout their length by A v continuous sheathing such as plywood sheathing(TD)and/or drywall(BC). • r. n U L DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ �'1 SEQ. : Ki3 4 5 9 3 9 4.Ne bad should be applied to any component until atter all bracing and 4.Installation of Truss is the responsibility of the respective conirector. fasteners are complete end al no time should any loads greeter then 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID' LINK design bads be applied to any component. and ere for•dry condition•of use. 5.Cenpurma has no control over and assumes no responsibility for the S.Design assumes NII bearing at all supporta shown.shim w wedge if EXPIRES: 12/31/2016 li ssary labdcalion,hand ng,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 1 0,2015 e.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of trues,and placed so their center TPIAVTCA in SCSI,copies of which will be furnished upon request. Tins coincide with joint center Ines. MiFek USA,Inc./Com 7.8.6 1 L-E uTrus Software 9.Digits indicate size of plata in inches. P ( ) 10.For basic connector plate design values see ESR-1311,ESR-19138(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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1-167) 136 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 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 PIF 0'- 0.0" -19/ 191V -82/ 177H 5.50" 0.23 KDDF ( 625) i TOTAL LOAD - 92.0 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 PSF Ground Snow (Pg) ''II LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net/-5 osf) uplift at 29 "oc sgaiing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.054" BOTTOM CHORD CHECKED FOR LOPSF 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 -/ system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 'i (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 12 load duration factor=l.6, 12.00 Truss designed for wind loads in the plane of the truss only. • 0 M O /- N �- 1 MM 3►� 0 M-3x4 y 2-00 y 3-11-11 y <?' PROFt, (PROVIDE FULL HEARING;Jts:l,3,2 I r,!\� 1,JtI,�LM�;�1 '' ' Q 89782PE JC, JOB NAME : 7-D POLYGON 7-D NH - SJ5 Scale: 0.4931 `^ 1. / WARNINGS: GENERAL NOTES, unless otherwise noted: (/ X40 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 IndNbual '9,L OREGON Q„ Truss: S35 and Warnings before construction commences. building component.Applicability of design parameters and proper �/ 2 Q� 2 204 compression web bracing mug be Installed where shown+ Inwrporetlon of component le the responsibility of the building designer. .e7��A ay 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom acechobraced to be laterally braced at 7 'l('x NI b the responsibility of the erector.Additional permanent bracing of 2'o,c and al 10 o c.respecs ply unless throughout their length by DATE: 8/10/2015 the overall structure Is the responsibility of the buildingdesigner. continuous3Imp sheathingr such l bs aNng required aired n ere s and/or drywall(BC) �3/1 1.t t pons ty 9ner. 3.iz Impact bridging or lateral breGng raqulretl where shown++ r1 V l.. SEQ. : K134 5 9 4 0 4.No bad should be applied to any component until after ail bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater then s.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D' LINK design loads be applied to any component. and are for'dry condition'of use. 5.Compurrua has no control over and assumes no responsibility for the 6.De sign assumes all bearing at all supports shown.Shim or wedge H EXPIRES: 12/31/2016 fabdcatnn,handling,shipment and installation of components. 7. Plates assumes adequate drainage is provided. August ust 10,2015 6.This design is furnished subject b the limitations set forth by B.Plates shell be located on both faces of truss,and placed so their center 9 TPIIWTCA In BCS(,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In inches. Wel(USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plata design values see ESR-1311,ESR-1988(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=1 0) 36 2-5=(-36) 48 3-5=(-186) 142 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-77) 64 WEBS: 204 KDDF STAND 3-4=1-10) 4 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLI 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.TN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -72/ 382V -23/ 74H 5.50" 0.61 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 10.0" -29/ 245V 0/ OH 5.50" 0.39 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members luon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci g. 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- 0.051" @ 2'- 10.6" Allowed= 0.309" 1 MAX TC PANEL TL DEFL = -0.064" @ 2'- 10.6" Allowed - 0.463" 5-04-04 0-05-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" T . f MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" 12 Design conforms to main windforce-resisting 4.00 system and components and cladding criteria. Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 Truss designed for wind loads 4 in the plane of the truss only. 3 Lt a 0 m0 o Pd ,-im m � /- 2�J ��5 -7 M-3x4 M-1.5x3 y J. b 5-04-04 0-05-12 3. y b 1-00 5-10 'cc-- PRO Fes�S 44,p s.? �NG1 NE 9 ioi9 . 89782P r'" JOB NAME : 7-D POLYGON 7-D NH - Zl Scale: 0.5855 `^ WARNINGS GENERAL NOTES, unless otherwise noted. (44:* 40 OREGON h'!40 sem,,, 1.Builder and erection cenbactor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4/ V `( Truss: Z 1 and Warnings before construction commences. building component Applicability of design parameters end proper !. C, �a 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the butiding deNgner. eyf /1 RY 1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at ''7 _ b the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o n.respectively unless braced throughout their length by /y V continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). /+A U I '\ 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 L. 4.No bad should be applied b any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. S EQ.: K 13 9 5 9 41 fasteners ens complete and at no time should any loads greater than 5.Design assumes tosses are to be used in a non.oenosiye environment design loads be applied to any component. and are for'dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the 6.nDacessary.umee full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. August 1 0,2015 9.This design is furnished subject to the limitations sat forth by e.Plates shall be located on both faces of buss,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. Ilnes 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-1986(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: 2x9 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=1-36) 48 3-5=(-184) 137 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-73) 61 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PUP • BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 Ply 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" -75/ 383V -23/ 720 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -28/ 243V 0/ OH 5.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2' Design checked for net -5sfuo_dlg. 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 TL DEFL = -0.066" @ 2'- 10.6" Allowed = 0.463" 12 4.00 17 MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" 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=4.2,BCDL=6.0, ASCE 7-10, -f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 11 in the plane of the truss only. O u II II • M-3x4 M-1.5x3 1-00 5-10 ���N G P EFq `rO 4,5? ,89782PE JOB NAME : 7-D POLYGON 7-D NH - Z2 Scale: 0.7105 WARNINGS: GENERAL NOTES, unless otherwise noted. 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and Is for an Indadual -Sr,L O R EG O N O ems,,, Truss: Z 2 and Warnings before construction commences. building component.Applicability of design parameters and proper J, rS ��( • 2.2x4 compression web bradng must be Installed where shown s, Incorporation of component la the responsibility of the building designer. .1 71 tJ,q Ry ,�5 V 3.Additional Temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al 2'o.c.and al 10'o.c.respectively unless braced throughout their length bydim Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). �R U ¢` DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown+i SEQ. : Ki3 4 5 9 4 2 4.No bed should be applied to any component until after all bracing and 4.Installation of trues is 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 in a non-corrosive environment. TRANS I D^ LINK design loads be applied to any component. and are ro ery conmtins St use. 5.CompuTrus hes no control over and assumes no responsibility for the 0 nDesign ecoaea assumes full bearing at all supporta shown.Shim or wedge H EXPIRES: 12/31/2016 2/31/201 6 fabrication,handling,shipment end installation of components. ry q C. /GV V 7.Design Mates eesded on bothi tone Is prodded. August IO,2015 6.This design Is famished subject to the limitations set forth by S.Plates shell be located an bath feces of truss,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. g.Digits indicate sloe of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.8.6(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1908(MITek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/a Center Cter plate on joint unless x,y I 6-4-8 nsions(Drawinshowngsnot intto ft-in-sixteenthsscale) Failure to Follow Could Cause Property Damageor Personal Injury dime offsets are indicated. MI. Dimensions are in ft-in-sixteenths. irioi, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-/1 d�� 4 wide truss spacing,individual lateral braces themselves 0 may require bracing,or alternative Tor I �I� a .. p bracing should be considered. 3. Never exceed the design loading shown and never Alstack materials on inadequately braced trusses. a 04. Provide copies of this truss design to the building C7-8 C6-7 C5-6 O designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS ~ p all other interested parties. plates 0- ng1 from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: • use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,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 , Indicated by symbol shown and/or by text in the bracing section of the SYP represents values as published specified. by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 Mitek®All Rights Reserved approval of an engineer. tIMINIP reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. MN Min size shown is for crushing only. MN 18.Use of green or treated lumber may pose unacceptable _zo environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal Mil19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. I t is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013