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Plans (396) 6451 Thi7- �OL� C. 4361, Tom. MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 1 5-265_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. PRpres� ��� sNGIN,EE� /, 89782PE 9, OREGON 1,9k PAUL R`��� 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 MTek Industries,Inc.Fri Aug 07 1427:32 2015 Page 1 I D:D Fkz9p3tCrPAGZnVberKOtyJvg B-SgKR V HzjyCjvW U_VNlwXpzzUcgKga2?hcKgRZfyq BCv 1 i-s-s 1 P-5-611 1-2-0 1 1.4Z&H Scale=1:25.0 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5X3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 r N ,••••- N 4,/, -\41,. –/1111%%114110' /rAIIIW- N– •e loti2.& 23 22 21 20 19 18 17 3x5= 3x5 = 1.5x3 11 3x5= 3x5= 3x5= 1 7-0-14 17-7-14 18-2-14 1 14-4-4 1 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X,Y)— 18:0-1-8.Edge].[19:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) l/defl L/d 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 Incl NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC20121TPI2007 (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. (lb)-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) � 1))D ad+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 j GINE —/ Uniform Loads(plf) Vert:16-24=-8,1-15=6o 89782PE 3'f Concentrated Loads(Ib) Vert:2=-674(F) / -'1109 I/ MIN -9 OREGON o.`"4 �1 �G'`1RYi62 , k PA.ut EXPIRES: 12/31/2016 August 7,2015 t I mil— ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev,02/162015 BEFORE USE, Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. « Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delvery,erection and bracing,consult ANSI/TPI1 Quatily Cdteda,DSB-B9 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 (lifers Heights,CA 55810 Job Truss Truss Type Qty Ply POLYGON R45125316 PL15-265_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 1427:33 2015 Page 1 ID:DFk29p3tCrPAGZnVberKOtyJvgB-wougjd_Ljwrm7eZ6wTRmMBVbaEe9JTsgq_P_55ygBCu 1 0-10-12 1 1 1-2-0 1 1 0-10-8 11 2-6-0 I Scale:1/2"=1• 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 34x4= 4 5 6 7 8 a a e e� / 4 0 N a a o .e e e 411, 1. 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 I I 4x6= 3x6= 3x4= I 1-1-12 {1-8-1212-3-121 13-8-4 I 1-1-12 0-7-0 0-7-0 11-4-8 Plate Offsets(X Y)— [2:0-1-8 Edge].[3.0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Ina 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 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 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-1502/0,4-5=-1502/0,5-6=1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=-382/0,2-14=1170/0,7-9=-1316/0,7-10=0/704,5-11=471/0,4-11=345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. g`t PROF6' tif 89782PE r -9 OREGON p4"Q k -AUL P`'�� EXPIRES: 12/31/2016 August 7,2015 t e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.02/1612015 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. Applicabilty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MI is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the `■ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MIT@k- fabrication,quality control storage,delivery.erection and bracing,consul ANSI/7811 Qualify Criteria,056.89 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 Cams Heights CA ASR10 Job Truss Truss Type Qty Ply POLYGON R45125317 PL15-265_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 1427:34 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-OCSCwz_zUgzdln8lUAy?uO2rpd4w2yP_3e9YdYygBCt I 2-6-0 I 1:E&..1.0- I 1-2-0 1 1 0-8-14 1 Scale=122.8 1.5x3 II 1.5x3 II 3x4= 354= 1.5x3 II 3x4 = 1.5x3 II 1 2 3 4 5 3x4= 6 7 8 • e • •e .i ". ooli. 06— o e e 14 13 12 11 10 3x4= 3x6=1.5x3 I I 1.5x3 II 3x6= 3x4= I 5-10-2 1 6-5-2 17-0-2 I 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— 14:0-1-8.Edgel.[5:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1740/0,3.4=1740/0,4-5=1761/0,5-6=1739/0,6-7=1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=1256/0,2-13=0/622,4-13=268/180,7-9=1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,R0) PROpt, : � 'Cc ANGINE ED `/0 4 89782PE 1" gm , `y �' ,L OREGON �T"�,, I9k MAUL c%o&A EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. a Design valid for use only with Mile!,connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Miff*.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication.qualify control storage,delivery,erection and bracing,consul ANSI/TPI1 Quality Criteria,051-89 and SCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 (`itnw Height`CA ASri10 Job Truss Truss Type Qty Ply POLYGON R45125318 PL15-285 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 I D:D Fkz9p3tCrPAGZn VberKOtyJvgB-OCSCwz_zU gzdln8l UAy?uO2red2b2xS_3e9YdYygBCt I 2-6-o I I 1-8-6 1 1 1-2-0 1 1 0-8-14 1 Scale=1:25.0 1.5x3 I I 3x4= 1.5x3 11 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 3x4 6 7 8 l"i _ • e • _ • 1,_ _\^ N O 1.111111' O O Oen k. 1 A 13 12 11 10 3x4= 3x6= 1.5X3 II 1.5x3 11 3x6= 3x4= I 7-0-14 17-7-1418-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)— [4:0-1-8.Edge].[5:0-1.8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC20121TPI2007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18,Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 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. r.,.............\\414 -17 PROpt82PE IMIlf Y4,3 OREGON ,-- ir 0-4 '°AUL EXPIRES: 12/31/2016 August 7,2015 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. 11 1"" . Design valid for use only with Mirek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the a��T��• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage.delvery,erection and bracing,consult ANSI/TP11 Quality Criteria,058-89 and SCSI Building Component 7777 Greenback Lane Safely Infomlalion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 citrus Npighrc ca 45R1n 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 Jut 11 2014 MiTek Industries,Inc.Fri Aug 07 1427:35 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-sP0a7J?bF75UNxiU2uTERcbOn1PJnRM711u59,ygBCs 1 2-0-10 I I 1-2-0 1 I 0-6-14 I I 2-6-0 I Scale=1:18.0 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 0 N o- v l . 1 10 9 8 1.5x3 II 1.5x3 II 3x6 = ��/\\\ 3x4= 3x4= I 2-3-10 1 2-10-10 13-5-10 I 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.V)- [2:0-1-8.Edgej [3'0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-767/0,3-4=-989/0,4-5=-989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=-851/0,5-7=-844/0,3-8=0/406 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. F'EO PROpt s co c [NEtc, `�/p 4. 89782PE c-- _iv 7 •REGON 9 L4RY lib k Rk 4 UL A' EXPIRES: 12/31/2016 August 7,2015 4 f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.027162015 BEFORE USE. " - -_, Design valid for use only with MOek connectors.This design is based only upon parameters shown,and is for an individual building component. 111111 .. 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 stab Wily during construction is the responsibility of the Ri�� ^ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding NYN fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteda,DSI.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 itnre Noighfe CIA 95810 Job Truss Truss Type Qty Ply POLYGON R45125320 PL15-265_UPPER Foe Floor 11 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug-71427:38 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-KbZyLe0DOREL_5Hgcb?Tzp75ORe4WpBHXyefQygBCr I 2-6-0 I 2-1-12 I1 1-2-0 II0-9-8 I 2-3-0 I 1 1-2-0 11 1-4-0 1 1-6-0 1 Scale=1:27.8 1.5x3 II 3x5= 1.5x3 II 1.5x3 11 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e / _ e e e e e - _• o N 1111114111111411111141111 - e \ / e e ee e e 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 3x5= 3x4 = 12-10-12 I 4-10-12 15-5-1216-0-121 11-8-12 12-3-12 I I 15-11-12 1 4-10-12 0-7-0 0-7-0 50-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X.Y)— 17:0-1-8 Edge].[12:0-1-8.Edge,]115:0-1-8.Edge].[16:0-1-S.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Ina YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2351/0,3_4=2351/0,4-5=-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. � `[NE fQ 2 89782PE <" rte/ SIN - •RECON 0 1,,9 ,g1Y1 2 ¢ kPA Url L. EXPIRES: 12/31/2016 August 7,2015 li I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.07/16/2015 BEFORE USE. . Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the - - `■ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' - _ fabrication,quality control storage,detvery,erection and bracing,consul ANSI/TPI1 Qua01y Criteria,DSB-89 and BCSI Budding Component - - 7777 Greenback Lane Safely Information available from Truss Plate Institute.781 N.Lee Sheet,Suite 312,Alexandria.VA 22314. Suite 109 r•er,r,Nergh,e r'A 95M0 _ Job Truss Truss Type Qty Ply POLYGON R45125321 PL15-265_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 1427:36 2015 Page 1 ID:DFkz9p3tCrPAGZnVberK0tyJvgB-KbZyLe0DOREL SHgcb?Tzp7BaRIZWujHXyefiQygBCr I 1-9-14 1 1 1-2-0 I I 0-8-14 I I 2-6-0 1 Scale=1:17.6 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 • • 0 N . e e e 11 10 9 8 gleir 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4 = I 2-0-14 12-7-14 13-2-14 I 9-4-4 I 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) l/defl IA 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/TPI2007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-702/0,3-4=940/0,4-5=940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=-796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 'St4E0 PROPt 89782PE/ i S7 OREGON Q 4.1 V 1,, > AUt EXPIRES: 12/31/2016 August 7,2015 / I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 8111-7473 rev.02/16/3015 BEFORE USE. Design valid for use only with MOek connectors.This design is based only upon parameters shown,and is for an individual bulding component. - Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the .Mitek° erector.Additional permanent bracing of the overall structure is the responsibility of the bulding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qually Criteda,DSI-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 rams HPightn r.A Q5810 Job Truss 'Truss Type Qty Ply POLYGON R45125322 PL15-265_UPPER F08 (Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 14:27:37 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgBon7KY_1mIMCcFst9JWfW1gL6r90FOJQIcNCEsygBCq I 2-5-0 I 1 3x4= 2 1.5x3 II Scale a 1:8.7 111 NMI 1111 0 N 111 1 II MIL41 MA' 4 '/ 3 1.5x3 II 3x4= I 2-8-0 2-8-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud 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. �`EO PROF S �coN �cco NGLNE�6) �S,0- ' 8.782PE c -V OREGON p`" . EXPIRES-12/31/2016 August 7,2015 l I o. 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 MTek connectors.This design is based only upon parameters shown,and is for an individual building component. » Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the - A I�e�- erector.Additional permanent bracing of the overall structure is the responsibility of the building.designer.For general guidance regarding M fabrication,qualify control storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component - 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 rienrc Heights CA elfin Job Truss Truss Type Qty Ply POLYGON R45125323 PL15-265 UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 1427:38 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-H hjmK1TY2U3EPR3j01x3EDPHFK3JYZ G7ImJygBCp I 2-6-0 I 2-1-12 I I 1-2-0 110-9-8 I 2-3-0 I I 7-3-0 1 1 1-2-0 1 p-6-17 1 Scale=1:28.2 4x4=-- 1.5x3 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e • e e o e ,► e N 4. t 16 15 14 13 12 i 3x4= 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4= 12-10-12 I 4-10-12 153-12 r-0-12 1 11-8-12 123-121 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.Edge],[16'0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl 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 Ina YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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=2402/0,34=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. REO PROf-e„ ,�NGiNE'd9' d©29 ' 89782PE r -0' !/ .f 9 to OREGON ' ©' 44 IN P`s EXPIRES:12/31/2016 August 7,2015 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mack connectors.This design is based only upon parameters shown,and is for an individual building component. .-- 11111. - Applicabikty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown t! is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MITek' erector.Additional permanent bracing of the overall structure u the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delvery,erection and bracing,consult ANSI/1PI1 Quality Criteria,D51-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Nate Institute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. Suite 109 (`Beit HeigMrs_CA 05111n 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 1427:38 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-H hjmK1TY2U3EPR3j01x3EDXVFVF_gWZ G7ImJygBCp I °'e4 I I 2-4-12 I 1 3x4 = 2 3x6= 3 1.5x3 II Scale=1:8.7 • 0 N X :\ k a h 1.5x3 II 6 5'411°' 4 3x6= 3x4= 0-7-12 p-g-i1 3-5-0 I 0-7-12 1 1-8 2-7-12 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl 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 Ina NO WB 0.07 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=414/0-5-8,4=56/Mechanical Max Uplift4=27(LC 3) Max Grav5=414(LC 1),4=98(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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(plf) ti,EN) PROP P. Vee:4-6=-8,(lb) CCS' (,IN .0/ Concentrated Loads(Ib) Vert:1=180(F) 89782PE 1' MIN G% try ,i_-574,OREGON '' ,�. EXPIRES: 12/31/2016 August 7,2015 s I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M0-7473 rev.92/16/2015 BEFORE USE. . Design valid for use only with M7ck 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 11/111111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the M-Tek'_ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delvery,erection and bracing.consult ANSI/SPIt Quaily Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Inlormalon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 nifnic Heights,r`A 9581n Symbols Numbering System Ail General Safety Notes PLATE LOCATION AND ORIENTATION " 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 Center plate on joint unless x,y I I (Drawings not to scale) 3 offsets are indicated. Damage or Personal Injury En= Dimensions are in ft-in-sixteenths. 11404,. Apply plates to both sides of truss 1 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-T/T 6' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor 111111-1E111 bracing should be considered. O2 ILIIITYllilli3. Never exceed the design loading shown and never 1_4111410p U c�e cs 7 C5-6 OU 4 tdesign stack materials on inadequately braced trusses. a his truss ng For 4 x 2 orientation,locate O i de igner,errecti nsupervisoproperty ownerl and plates 0-14a'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorlates. THE LEFT. p 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless exceed 19%at moisturemeof fabrication. PRODUCT 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,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �! 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. Vs' Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint /? 1 number where bearings occur. 17.Install and load vertically unless indicated otherwise. f ® Min size shown is for crushing only. Mill0 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words is not suffi Plate Connected Wood Truss Construction. and pictures]before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTel(BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 1111 MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 7-D NH GABLE AT GARAGE ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1345903 thru K1345942 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. '<<-p,EO PROPE co ENGINE z w � 89782PE 9f. 9 OREGON �4° 'AUL. R‘ S. 3112016 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 #14:BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2- 8=(-730) 1837 3- 8=( -170) 250 2x6 KDDF #10BTR T2 2- 3=(-2843) 871 8- 9=(-858) 2138 8- 4=( -65) 768 BC: 2x6 KDDF #16878 LOADING 3- 4=(-2678) 900 9-10=(-642) 1513 8- 5=( -474) 371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-1856) 693 5- 9=( -657) 465 2x4 KDDF STUD A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-1911) 736 9- 6=( -161) 1156 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 24'- 8.5" V 6- 7=1 -126) 150 6-10=(-2571) 1014 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 24'- 8.5" V 10- 7=( -394) 273 BC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA - LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -647/ 2486V -175/ 306H 5.50" 3.98 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 24'- 8.5" -984/ 2651V 0/ OH 5.50" 4.24 KDDF ( 625) ____............._--------- THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 12.0" 0.0" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 uo 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 n windforce-resisting 1 1' '1 system and components and cladding criteria. 3-11-08 4-00-03 5-04-02 5-06-09 5-10-01 T 1 +597,308 f f f Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All All Heights),n fEnclosed,, Cat.2, Exp.B, MWFRS(Dir), M-4x6 .6, 12.00 7 =M-6x6 .7M-6x6 M-3x6 Truss designed for wind loads 5 6 7 in the plane of the truss only. � T2 I MW AM //II .O 00 1 rn io Ca to Ca 1g9o M-3x8 0'25 M-4x6 M-7x8(S) Fe 1 7-07-08 l 8-05-10 l 8-07-06 y �, ''` E t�641 1-00 24-08-08 447 V 9 4 89782PE <'' JOB NAME : 7-D POLYGON 7-D NH - Al Scale: 0.2535 "--------- WARNINGS: _, WARNINGS: GENERAL NOTES, unless other/Me rated. "�OREGON /ri K' `- ` 1.Bolder and eredlon contrador should be advised of Si General Notes 1.This design Is based only upon the paremettera shown and h for an Individual y. V GO'V [�N. Truss: Al and\Naming*before eonetructlon commences. binding component.Applicability of design parameters and proper 2.204 comprealnn web bracing must be instaisd where Mown+. Incorpondon of component Is the responsibility of me baling designer. �� �iq�`y .{G� 3.Additional temporary braying to insure stablly during construction 2.Design assumes the top and bottom chords to be latentrreoghty brood et T 1 _4 Is the repondbllty of the areder.Additional permanent being of 7 o.e.and at ea o.e.aunh eSvely unless braced throughout their length by �l perm. ir continuous sheathbp such as plywood sheathing(TC)and/or drywsl(BC). PA I.1` 0- DATE: 8/10/2015 the oven!!structure is the responeibllty of me building designer. 3.2,Impad bridging or lateral bradng required where shown 0+ �1 A.I L. SEQ.: K 13 4 5 9 0 3 4.No bed should be applied to any component until after all bracing and 4.hstalathn of truss is the responsibility of IM respective Pentrede, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. arsassumes are for"dry NI bearing of use. EXPIRES: c /y ]l 11�/� p 5.CompuTnn hes no control over and assumes no reapnsiblity for the 8.Design�assumes NI bearing sl s9 supports*hown.Shim or wedge if EXP l RLS. 1`2/3 I/201 6 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage N pprovided. August 1 O,2015 8.This design N Nmished subject to the limitations set form by B.Plates shall be hosted on both faces of truss,and played so their anter TPVWTCA In BC51,copies of which writ be furnished upon request. Anes oolndde 64th)Dint center i/nea 9.Digits hdkate Nae of plats In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector pate design values see ESR-1311,ESR-1988(Pd/Yak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TO: 2x4 RODE #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=(-1218) 370 1- 8=(-565) 881 2- 8= 2x6 KDDF #16BTR T2 SPACED 24.0" O.C. 2- 3=(-1086) 404 8- 9=1-423) 891 8- 3=( -105) 453 BC: 2x6 KDDF #ls 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 PSF 5- 6=( -789) 324 9- 6=( -118) 556 DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -127) 149 6-10=1-1049) 376 TC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD= 42.0 PSF 10- 7=( -157) 90 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 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" -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 tin uplift at 24 "or OND 2: Desi rherkr•d for net(-5 osf) spacing 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.026" @ 13'- 3.8" Allowed = 1.190" MAX TL CREEP DEFL= -0.049" @ 13'- 3.8" Allowed = 1.586" MAX HORIZ. LL DEFL= -0.011" @ 24'- 5.0" MAX HORIZ. TL DEFL = 0.016" @ 24'- 5.0" 9-11-11 14-08-13 1' ' f Design conforms to main windforce-resisting 3-11-08 3-09-12 2-02-07 3-04-02 5-06-09 5-10-01 system and components and cladding criteria. T T T A- 12 Wind: 140 mph, h=24.2ft, TCDL=9.2,BC DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 V load duration factor=1.6, 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 #A11.111. mimmilmminimi -7 rill 1\11/Al of M-1.5x3 o d, 0 0 o1 m m o Fes I t ie f.D 0 1.. g o M-3x4 M-3x8 0.25" a M-3x4 M-7x8(S) 10 vo PR Q l 7-07-08 y 8-05-10 y 8-07-06 l �JGIN04 /f 24-08-08 $ 782PE p1-- ,„..--, !! / e„,„,./ JOB NAME: 7-D POLYGON 7-D NH - A2fl ^. .. Scale: 0.2363 C/ 40 WARNINGS: GENERAL NOTES, ode..°therwh.noted IA. OREGON hN, �. Truss: A2 1.Builder and eredron contractor should be advised or eq General Notes 1.This design la basad Doty upon the parameters shown end Is for en individual I f.���. Y1' and Warnings before construction commence. building component Applicability of design parameters and proper R C/ V 2.2.4 compression web bracing must be intellect where shown.. incorporation of component Is me rasponstbgky of the building designer. -4 S.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at h �V Is the responsibility of the arector.Additional permanent bracing of T a.c.and et eo a c.raxh a.ey ooh=s braced throughout their length by f" DATE: 8/10/2015 the overall structure lathe responsibility or the building tlesignec continuous sheeting such as plywood aheatmng(rC)and/or dryv2q(BC) 3.2c Impact bddging or lateral bracing required where shown+. SEQ. : Ki3 4 5 9 0 4 4.No load should be applied to any component until after all bracing and 4.Installation of fasts.Is the respunstbillty or the respedNe contractor. fasteners are compete end at no time should any loads greater than 5.Design assumes Inoses are to be used In e non-corrsalve environment, TRANS I D: LINK deelgn keds be applied to any component, and are for"dry condition"of use. EXPIRES: 12/31/2016 5.CompuTnie has no control over and assumes no reeponabilly for the 6.Design s=aunas NA bearing at el support Mown.Shim or wedge If August 10,2015 fabrication,handling,shipment and Inatelbllon of components. necessary. 6.Thfa dastgn Is furnished witted to the limitations set fool by 7.Design mumes..equitter drainage b provided. S.Plates shall be batted on both faces of huts,and paced en their center TPVVWCA In SCSI,copies of which will be furnished upon request. lines coincide W.ih dird center tins. O.MITek US Inc./Com ulnas Software+7.6.6SP1 1 L E o Digits Indicate ire of pale m Inches. A p ( )- 10.For bask connector pleb 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 #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1224) 488 1- 7=(-289) 938 7- 2=( 0) 277 5-10=(0) 279 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( -871) 603 7- 8=(-289) 936 2- 8=(-476) 334 WEBS: 2x4 KDDF STAND 3- 4=( -589) 509 8- 9=( -57) 600 8- 3=(-340) 392 LOADING 4- 5=( -874) 604 9-10=(-216) 789 8- 4=(-189) 177 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 5- 6=(-1224) 489 10- 6=(-215) 791 4- 9=(-197) 401 BC LATERAL SUPPORT <= 12"OC. 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 UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -162/ 1038V -302/ 302H 5.50" 1.66 KDDF ( 625) ____________=-_______ _- BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE 29'- 8.5" -162/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. *0 For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POP. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci4g. 11-11-11 0-09-02 11-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ' 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" ,r ' f 1' 1 ' MAX HORIZ. LL DEFL = 0.017" @ 24'- 3.0" 12 12 MAX HORIZ. TL DEFL = 0.026" @ 24'- 3.0" M-4x6 M-5x6 12.001:77 .Sc]12.00 Design conforms to main windforce-resisting system and components and cladding criteria. tr. Wind: 190 mph, h=25.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. :-3x4 IkA. M AA41 ni O O u!) : es 'ilammimeimiememilimismiliii I 1 7 e 0.25"9- M-115x3 M-3x9 **6 o M-3x4 M-1.5x3 0 M-5x8(S) M-3x4 y l 1 y l 1 t� PROFS 6-00-12 5-07-12 1-05-09 5-06 6-00-12 y �`G'NEe'T ', y 24-08-08 4G pp`'' �y��rr�ry CC� 89 8.2 P E r JOB NAME : 7-D POLYGON 7-D NH - A3 _7 ,.--J Scale: 0.2326 WARNINGS: GENERAL NOTES, unless otherase noted .,." OREGON ' /'1�I�� 1.Bolder and eredwn cantrador should be advised dad General Notes I.Thle design Is bawd or*upon the parameters shown and Is for an individual Jam(-OREG OI Y� ' �.. Truss: A3 end Warnings before construction commences. building oomponer.Appllcablily of design parameters and proper 1Z. 2.2x4 compression web bracing must be Installed where shown o. Incerponibn of component la the responsibility of the building designer. +'� q f^a .:1 ./ 3.Additional temporary baring to insure eabtlty during construction 2.Design nd.11assumes the top and bottom dares la be Wordy braced et �T - *'ye Is the responsibly (the erector.Additional Germanely bracing of T a c.and at 10'o.c.r5000..roN unless braced throughout their length by [�. N o continuous aheatMng such a.plywood.hsathing(TC)and/or drywagec). AUL + DATE: 8/10/2015 the overall structure la the reeponsib6N of the bulldog designer. 3.2c Impact bridging or lateral bracing required where shown a n SEQ.: K1345905 4.No lead should be applied to any component until after all bracing end 5.4.Dssidnlionoftrssisths s s�wuamWll.respective ive nnastor. m, fasteners are complete and at no time should Rh wade greater thang TRANS I D: LINK design wad.he.pplled m any component. end an o a a condition.of was supportsEXPIRES: �/ 5.CompuTnn has no ooMrol over and assumes no responsibility for the e.Dees NA bean t 1 w shown.Shim or wed If ETP I RES: 12/31/2.016 wary. fabrication,handling.shipment and installation ofcomponeMs. 7.Design amines adequate drainage is provided. AU9USt X 0,2015 8.This design N furnished subject to the limitations cel fonw t by 8.Plates shell be located an both faces of buss,and placed their center TP WJfCA in SCSI,copies of which oil be furnished upon request. Ants coincide with lade center lines. 9.Digits thdkete she of plats In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10,For beak connector plate design values see ESR4311,ESR.1988(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: 2x9 BIDE #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR1- 3=(-1981) 465 9- 9=(-347) 821 2- 9=(-273) 253 7-18=(-1114) 435 WEBS: 2x9 KDDF STAND SPACED 24.0" O.C. 2- 3=( -981) 465 9-10=( -5) 16 9- 3=( -68) 342 19- 8=( -114) 68 3- 4=( 0) 0 10-12=( 0) 0 9-11=(-179) 642 LOADING 3- 6=( -633) 904 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, SON. 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"0C UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED ---- BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PIE LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) "" For hanger LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -228/ 1095V -234/ 282H 5.50" 1.67 KDDF ( 625) g specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 29'- 8.5" -220/ 1031V 0/ OH 5.50" 1.65 KDDF ( 625) 0-09-02 .�-.( OND. 2: Design checked for net(-5 oaf) uplift at 24 "oc sDaci}�g. 11-11-11 Q-09=02 8-06-11 3-05 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T ' f ' f 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 4 4 4 4 4 T 4 MAX HORIZ. LL DEFL = -0.016" @ 29'- 5.0" 10-00 MAX HORIZ. TL DEFL = 0.025" @ 24'- 5.0" T T4 5 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 12.00 17 M-5x6 .Cc-,112.00 Wind: 190 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4X6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), - load duration factor=l.6, Truss designed for wind loads ,✓DalltSI in the plane of the truss only. M-1.5x3 2 41 1111115x10 M-1B..5x3 -, A^L'AAAAe m , „,, HLI gill i N , 0 .„, , ,.... ...... 9. _, 1:3 --&,:14 -1 a 1" 9 10 12 o M-1.5x3 M-3x4 M-3x8 M-1.5x3 o M-3x4 M-5x8 y l . l .1, l 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 l J' l y 15-01-12 y y 9-06-12 1 v PR fi J. �~ 16-01-08 0-11-12 8-07 y C '� �G N4- r 0 24-08-08 tta 7 , 9782PE JOB NAME : 7-D POLYGON 7-D NH - A3V ,--,--- J///„ Scale: 0.1910 2,,,V-.';', /•�' `� -----�.... WARNINGS: GENERAL NOTES, unless othervdss noted: 10. .:y41, Truss: A3 V 1.Wider and*regioncontractor should be advised of all General Note. 1.This design la based only upon the parameters shown and Is for an individual -,J OREGON N- and Warnings before construction commence.. building component.Applicability of design parameters and proper 2.204 compression web bracing must be bntallad where shown+. incorporation of component is the roeponsibety of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Design gassings me lop and b08om e..braced to be laterally braced at "', ► lig R Y 1 ,'� I.me responsibility of me erector.Additional permanent bracing of T a.c and at 10 o.c.each.,ply unless braced throughom their length by DATE: 8/10/2015 the ovens structure Is the responsibility continuous sheathing such lateral b acng required e it a where s and,or dryweA(BC). 1. 1� tiY of the building tlealpner. 3.to Impact bntlging or marebracing req 1168 where Mown+♦ UL `y SEQ. : K 13 4 5 9 0 6 4.No load should be applied to any component until after alrbracing and 4.Installation of truss Is the responsibility of the reepedNe contractor. ladenrs are complete and at no time should any roads greater man 5.Design assumes trusses are to b.used In.non-mnosive environment, TRANS I D: LINK design loads be applied to any component. and are for"thy condition"of use, y�]{A� p I�t]A)!�]� p 5.Gomm/fru,fru,hes no control over and assumes no responsibility for the e.Design assumes NA bearing al a8 supports Mown.Shim or wedge If EXPIRES:A-i Ek7. 2/3 11G V 1 v fabrication,handling,shipment and Installation of components. necessary. 7.Design tessha8bassumes caedonbedrainage eso buss,prodded. August 10,2015 d.This design b furnished subject to me limitations eel torah by e.Plates shall be bested on both faces of and plead so malt center TPUWTCA In 13051,copies of which MN be furnished upon request. Ines coincide with)Dint center lines. MITek USA,Inc/CompuTrua Software 7.6.6(iL}E 9.Digits Indicate sin of plate In inches. 10.For basic connector plate design values se.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=(-1185) 327 1- 7=(-307) 816 2- 7=(-281) 264 9- 5=( -379) 196 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -981) 378 7- 8=( -3) 16 7- 3=( -83) 343 5-11=( 0) 257 WEBS: 2x4 KDDF STAND 3- 4=) -633) 341 8-10=( 0) 0 7- 9=(-124) 637 5-12=(-1323) 341 LOADING 4- 5=(-1029) 321 9-11=(-282) 957 3- 9=( -88) 98 12- 6=( -114) 68 TC LATERAL SUPPORT <= 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 <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 8- 9-) 0) 52 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -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. 1,,NAND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciltg. 9-11-11 4-09-02 6-06-11 3-05 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1' 1 f f f MAX LL DEFL = -0.031" @ 14'- 8.5" Allowed = 1.190" 5-00-12 4-10-15 4-09-02 6-10-03 3-01-08 MAX TL CREEP DEFL = -0.058" @ 14'- 8.5" Allowed = 1.586" 1 .r 1 1 f 1 MAX HORIZ. LL DEFL = 0.015" @ 24'- 5.0" 12 12 MAX HORIZ. TL DEFL = 0.025" @ 24'- 5.0" M-5x6 M-4x6 12.00317 12.00 Design conforms to main windforce-resisting �`. system and components and cladding criteria. �A -11 Wind: 190 mph, h=29.2ft, 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 z 5x10M-1.5x3 Idall 6w a� 1 mi 0 1 seno1111111- ^, i u *lz ,;, '._� -'-' 1 M-1.5x3 M-3x4 0 1** 7 o 8 10 o M-3x4 M-3x8 M-1.5x3 0 M-5x8 y y k l k l 9-08-08 5-03-08 1-01-08 5-03-12 3-03-04 k k k 15-01-12 1 ,1 9-06-12 ycO PROF 16-01-08 0-11-12 8=07 l ��C,, '''- E� /pmac'' y 24-oa-oe 89782PE JOB NAME : 7-D POLYGON 7-D NH - A4 / ,;-"• - Scale: 0.2398 -"'"`"'"/77 -. ""` J - WARNINGS: GENERAL NOTES, ureas otherwise noted. �".'a"� []// ('� �� 1.Builder and erection contractor should be advised of al General Notes 1.This design N bard only upon the parameters shown and N for an Indlvldud ,�j 7' OREG*✓N c3 Truss: A4 and Warning.before conhuctlon commence. building component.Applicability of design parameters and proper ��.. 2.204 compression web bradng must be installed where shown.. Incorponllen of component la the responsibility of the wlidng designer. *(1y� ,�Ry7: 3.Additional temporary braci g to Insure etabllty during conehuolbn 2.Oasig^assumes Ihs tap and bosom chords to de rooghM brsad et ."51.1., �/(rTJ i Is the sea naalry of the erector.Additional permeant bracing et 7 continuous end ate Irano.c .00h Ca plywoodly octans braced throughout their length by apocontinuous sheathing such es head/ATC)end/or drywall/BC). PAUL f L `s DATE: 8/10/2015 the overall structure N the reeponity of the wNilding designer, 3. Impact bridging or lateral braving required where shown*+ V SEQ.: K 13 4 5 9 0 7 4.No load should be applied to any component until alter all bracing and 4.Instehtbn of truss Is B.responsibility of the respedtca contractor. fasteners are complete and el no time should any loads greater than 5.Design assumes buses are to be used In a non-corrosive envkonment, TRANS I D• LINK design beds be applied to any component. and are for"dry condition"of use.N. C 5.CompuTrus has no control over and assumes no responsibility for era N. eMnaaryswmes Ng bearing at al supports Noon.Shim or wedge If ` EXPIRES. 12/31/2016. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage N prodded. August 10,2015 N.This design Is furnished subject to the Imitations sic fort by 8.Plates shat be located on both faces of truss,and placed r their center TFIWFCA In BEM,copies of width MAI be furnished upon request. Ins coindde with Joint center tins. 9.Digits Indicate sine of plate in Inches. MiTek USA inch/CompuTrus Software 7.6.6(1 L)-E 10,For bank connector pate design values re ESR-unit,ESR-1988(Web) 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 TO: 2x4 KDDF 016BTR; 16-06-08 GIRDER SUPPORTING 24-08-08 FROM 9-00-00 TO 16-00-00 1- 2=( 0) 80 2-10=( -742) 2862 10- 3=( -670) 2594 2x6 KDDF #168TR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4114) 1126 10-11=(-1324) 5000 10- 4=(-3296) 936 BC: 2x12 KDDF #16BTR 3- 4=(-2862) 818 11-12=(-1768) 6792 4-11=( -510) 2268 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-5240) 1480 12-13=(-1768) 6792 11- 5=(-2312) 608 LL = 25 PSF Ground Snow (Pg) 5- 6=(-6112) 1682 13-14=(-1512) 5880 12- 5=( -484) 2284 TC LATERAL SUPPORT H- 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF. 0'- 0.0" TO 3'- 5.0" V 6- 7=1-3874) 1054 14- 8=1 -948) 3874 5-13=(-1238) 304 BC LATERAL SUPPORT 72"OC. 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)+DL( 19.3)= 88.1 LBS @ 13'- 1.5" 0'- 0.0" -889/ 3254V -92/ 92H 5.50" 5.21 KDDF ( 625) OVERHANGS: 12.0" 12.0" ADDL: BC CONC LL+DL= 2757.0 LBS @ 8'- 0.0" 16'- 6.5" -1291/ 4972V 0/ OH 5.50" 7.96 KDDF ( 625) ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL .'OHS 2- nes; rherked fnr .,tett-5 f1 uplift et 24 ' II Gn together 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7^ Ps 'P r.r• ,aces r;ryg, XXnails otstaggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 1UPSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 top chords, 9" oc 3 row(s) throughout 2x12 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 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 = 1.092" MAX LL DEFL = -0.001" @ 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 '1' '' Wind: 140 mph, h=20,9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-04-11 2-01-07 2-09-02 2-09-02 2-01-07 3-04-11 load duration factor=1.6, +88.10# 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 12.00 \'Ns=\\\\\\\\N\\\.- M-5x16- ‘7,77,_ _ M-5x16 rn ‘1116 ‘,:'-').. ...._ _ % r9 N o �" I 10 11 12 13 14 I o M-12x14+ M-12x20+ M-12x14+ M-12x20+ M-12x14+ • o l l y izy7s7# , „ , o PRQFEscS' y1-00 y 3-02-04 2-07-06 2-OS-1016-06-082-OS-10 2-07-06 3-02-04 jl-oo y ~ iNG'N Ek- /42 1. 89782PE r JOB NAME : 7-D POLYGON 7-D NH - B1 ` Scale: 0.3432 V.a�1 OREGON �(fj WARNINGS: GENERAL NOTES, unteaa olh.rwlss noted 7/],r �� �. Truss: B 1 1.Balder and erodlon contractor should be advised oral General Notes 1.This design 1 based only upon In.parameters shown and is for en Ind.dual Y , g and Warnings before construction commences balding componentApplicability of design parameters end proper 2.914 compression web brsdng mud be installed where Move*. Incorporation of component Is the respondblly of the building designer. 3.Additional temporary bracing a insula stability during construction 2 Oasis a.wmes the tap end bottom darts to be laterally braced et PAUL GA is the reepunsiblty of the erector.Addllond permanent bracing of a o.c.ea al 1Q o.c.r.04,55 sty unless braced throughout melt length by /"'" continuous sheathing such as plywood ehedhbp(TC)and/or drywall/BC). DATE: 8/10/2015 the overall structure N the responsibility of the building designer. 3.2t Impact bddging or lateral bracing required where shown++ SEQ.: K13 4 5 9 0 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the reapedNe contractor, fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used in.non-corrode environment, TRANS ID: LINK dedgn loads be applied to any component. and are for'drycondition.of use. EXPIRES: 12131/2016 5.CompuTrus hes no control over and assumes no responsibility forme S.Design assumes NA bearing et ell supports shown.Shim or wedge If August 10,2015 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. B.This design Is famished wiped to the limitations set forth by B.Plate.shell be Nutted on both faces of truss,and placed as their center TPI/WICA in SCSI,copes of which WIA be famished upon request. Ines coincide with Joint center lines. uTrus Software 7.6.6(114-Z S.Digit.Indicate size of plate in inches. MITek USA,Inc./Com PM.For basic connector plate design values see ESR-1311,ESR-1889(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 IC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 78 2-5=(-82) 123 3-5=(-268) 113 BC: 2x4 KDDF #1ABTR SPACED 24.0" O.C. 2-3=( -90) 83 5-6=( 0) 0 WEBS: 2x4 KDDF STAND 3-4=(-134) 32 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POE 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 POP 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. I 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" 1-11-11 / MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 1' I MAX LL DEFL = -0.016" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.021" @ 0'- 0.0" Allowed = 0.133" 12 MAX TC PANEL LL DEFL = 0.009" @ 1'- 8.2" Allowed = 0.048" MAX TC PANEL TL DEFL = 0.012" @ 1'- 8.6" Allowed = 0.072" 12.00 P MAX BC PANEL LL DEFL = 0.005" @ 2'- 0.5" Allowed = 0.075" MAX BC PANEL TL DEFL = 0.006" @ 2'- 0.5" Allowed = 0.100" MAX HORIZ. LL DEFL = -0.035" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.042" @ 1'- 10.9" M-1.5x3 w 3 Design conforms to main windforce-resisting system and components and cladding criteria. ti T Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, p (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), l N load duration factor=1.6, Truss designed for wind loads _A in the plane of the truss only. co F- O I 1 in o p 5 I►�. M-3x4 M-1 5x3 1 1 2-05 ), y l 1-00 3-05 Fe (PROVIDE FULL BEARING;Jts:5,9,6 I ,,,ks,vi,Z) PR() 619 INEk4. /0 44/ 4t8 782PE r JOB NAME : 7-D POLYGON 7-D NH - BJ1 f: Scale: 0.6225 - ._.-�...+,,, WARNINGS: GENERAL NOTES unleaeotMnvlae noted. con (yp J�/'y�1�' 1) 1.Bolder and eredbn oontrador should be advised of a1 General Notes 1.This design based only upon the parameters shown and h for an Individual „j ,J O REGOI V (� �.. Truss: BJ1 and Warnings before construction commence.. building component.Applicability of '-' •or design parameteand proper t V 2.Duo compression web bndng mud be Installed where shown*. incorporation of component la the responsibility of the building dagner. -94,./e7,1,:? }: 3.Addlbnal temporary bracing to Insure.1 billy during oontlructbn 2.Design assumes the top orb bosom dards to W lalaralty braced al �fJV. is the responsibility of the erector.Addlbnal permanent bracing of 2 ntinuou.oc.and asheathing rsuch as apywood sheathing(TC)and/or drywel Bly unless Named throughout their length). /1 1 l DATE: 8/10/2015 the overall tlnchae I.the responsibility of the bulding designer. 3.it Impact bridging or lateral Miming required where shore,"" U Lam. SEQ. : K1345909 4.Ne nod abode be applod to any ooeponant onSi aftar all brading and 4.Installation awn inissth.r.�b.b�l emnrespective on-corrosive 00n.olor. radanes era complete and at no time should any loads greeter than and:n.for medry wham&ereltion1 of use. TRANS I D: LINK design beds be applied to any comported. 8.Design assumeson bearing at al supports shown.Shim or wedge If 5.CompuTnra has no control over and assumes no responsibility for the EXPIRES: 12/31/2016 sorry. febrimatsn,handling,shipment and installation of components. 7.DDisign a adequate drainage N prodded. August 10,2015 6.ThIs design le fordehed added to the(Imitations set forth e.by Pate.shall 6.be loomed on bath faces of raw,and placeda ce their der TPIWTCA In SCSI,copies of which w11 be fumahed upon request. lines coincide with raid ante,lines. 0.Digits indicate sae mf pat.In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L}E 10.For basic connector pas design value.sea ESR-1311,606-1908(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 29-08-08 STUB HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 ,Non-Rep) 1- 2=(-2933) 926 1- 8=(-683) 1898 2- 8-(-167) 242 10- 5=( 0) 516 2x6 KDDF #16 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 (- ) ( 0) ( 1 63 8- 9= 167 402 2-17= 777 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-2269) 926 10-12=(-817) 2264 9- 9=(-160) 229 12- 7=( -571) 1777 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=1-1385) 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 29'- 8.5" V 11-10=( 0) 126 BC LATERAL SUPPORT <= 12"OC. LION. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 29'- 8.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 966.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 20'- 9.5" 0'- 0.0" -632/ 2942V -176/ 229H 5.50" 3.91 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 24'- 8.5" -870/ 27571/ 0/ OH 5.50" 4.41 KDDF ( 625) -------------------- --- - - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AN ** For hangar s D INC 2012 NOT BEING MET. ,Ag Pecs. - See approved plans FOND ❑ i h k d ( 5 I o1'f 29 G 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 = -0.062" @ 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 '1 . f Design conforms to main windforce-resisting 3-11-08 4-00-03 3-11-11 4-02-02 4-05-12 { /4-01-04 system and components and cladding criteria. f +597.30# f f 097.30# Wind: 140 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), M-4x6 M-4x6 12.00 V M-3x8 M-3x4 N 12.00 load duration factor=1.6, 3 Truss designed for wind loads J 4 5 in the plane of the truss only. 7� u 1111111111111111111 M-1.5x3 M-9x6 2 7 1� -s I N O I rh illiiiiN ��l .10 r 12 *13 0 M-3x10 M-3x4 1*+ g 9 11 o o M-3x6 M-3x8 M-7x8 M-7x8 M-1.5x3 y l 1 l ), y 7-07-08 4-05-10 3-10-10 4-09-04 3-11-08 1 16-01-08 k 8-07 y _? PR or& l 24-08-08 l ,, ��GitV��' /4 /89782PE 17_, JOB NAME : 7-D POLYGON 7-D NH - A5 (((-- Scale: 0.2519 �� J WARNINGS: GENERAL NOTES, octan otherwise noted' / OREGON --' -' Truss: A5 1.Gilder and erection contractor should be advised oral General Nates 1.This design is based only upon the parameters shorn and is for an Individual �y 'S7x-OREGON �N and Warnings before conNmden commences. building component Applcabdly of design parameters and proper +pr Ila rzr 2 294 compropion web bredng must be installed where Mown+, incorporation of component Is the responsibility of the bulking designer. ,.[) 4 , 3.Addllonel temporary bracing to Insure stability during construction 2.2e.e.assumes the top and bottom dwrds to be etanity broad al T� '7 fi�( ', o ` Is the responsibility of the erector.Additional permanent bracing el T o e.and et 10 o c ranch e.plywood unless braced throughout their length by DATE: 8/10/2015 me overall structure is the n stbp continuous bridging ng each as pyweod aheathing(TC)and/or drywall(BC). � epos Ky of building designer. 3.2a Impact bridging or lateral bracing required where shown++SEQ.: K 13 9 5 910 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and ata time should any roads greater than B.Design assumes trusses ere to be used ins an-corroste environment, TRANS ID: LINK design loads be applied to anycompenent. and are fer"drycondlten.ofuse. 5.CempoTms has no control over and Noumea no responsibility for the 8.Design assumes el bearing al all supports shown.Shim or wedge If EXP I R ES: 12/31/ 016 fabrkation handIng,shipment and Installation of components. ME-ry_ 7.Desid. 6.This design a furnished subject to the limitations set forth by 8.Pla egs shall be locatteed quate en bethlfacesases adageis of trussprovi, plead w their anter August 10,2015 TPW'TCA In SCSI,copies or which viol be furnished upon request. fines coincide with)elm center Knee. MITek USA,IRC./Com uTrUe Software 7.6. 1L 9.Digits indicate she of piste In inches. p )-Z 10.For bask connector plate design values see ESR-1311,ESR-1988116056) This design prepared from computer input by PACIFIC LUMBER—BC Refer to CompuTrus rafter detail for complete specifications. HIP CORNER RAFTER 11-3-12 FOR 8-0-0 SETBACK LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 CHORDS: LOADING 2X4-2 DF 4160TA TOP CHORD LL + DL = 32.0 PSF 11-02-04 4-00 � TT T M-3x6(5) 40 PROVIDE SUPPORT 12 M-5x8 8.49 �-1 M-3x6 114 M-3x6 M-3x6 M-3x8 in 0) ¢ K o JIL ccQ,cO PR0Fc- 5� �NGINE � s��„0, y y 8 2P�}Ec� y 1-07-02 y 11-03-12 7-00-02 .. 71— JOB NAME : 7—D POLYGON 7—D NH — AR 19-11 // Scale: 0.3519 C.' 40 WARNINGS: GENERAL NOTES, unless otherwise noted: ; �•OREGON 'S- 1.Solder and erection contractor Arnold be advised of el General Notes 1.This design is band only upon Sr.parameters shown end h bran Individual .+F/ C/�1[.e V 41,'S- , Truss: AR and Warnings before construction commences. building component.Applicability or deign parameters and proper 7 "1 el • P.Pal compression mob bracing must be Inelslstl wham shown v. incorporation of component is the reapanelbiny of the bugling designer. 3.Additional temporary bracing to Insure stability during construcsn 2 Deign a.wm.s the top end bottom chords to be laterally breve.t �'},^Li L y N the rnponAbiny of the erector.Additional permanent bracing of continuous asheathing such..plywood eheetNng(Tt 10' respectNely unless braced C)ender drughout yv end b. �'1 L DATE: 8/10/2015 the overall structure s the responsibility of the building designer. 3.2s Impact bridging or sten!bndnp required when shown•• SEQ.: K 13 4 5 911 4.No load should be applied to any component until after Ml bracing and 4.Installation of num is the neponelbNty of the respective contractor. NMenere aro complete and et no time should any loads greater than 5.Design assumes truss.are to be and Ina non-corrosive environment, EXPIRES: 12/31/2016 TRANS I D: LINK design loads be applied to any component. and s^assumefor.dry condin bearin"ofng un. wedge 5. CompuTrus has no centrol ever end assumes no responsibility for the d•D M emm�fol b..nn t l supports shavm.Shim or M.d N August 10,2015 necessary. fabrication,handling.shipment and installation of components. .Paagn assumes adequate drainage toprovided. 8.This design is furnished subtend to the limitations tet forth by S.Plates shell be tented on both lane of true.,an d pend n thele center TPWJICA In SCSI.copies of Mich Mil be mmiehed upon request. Anes coincide with Joint center lines. 9.Digits Indkete Mn of plate In inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1L)-Z 1o.For basic connector piste design values tie ESR-1311.ESR-1888(MITIk) 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: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 204 KDDF #16BTR SPACED 29.0" 0.C. 2-3=(-154) 86 3-4=( -44) 0 TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ 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/ 170H 5.50" 0.49 [ODE ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 2.2" 0/ 41V 0/ OH 5.50" 0.07 KDDF ( 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacitng. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVF4 LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100^ -f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 3'- 11.7" Allowed = 0.056^ 12 MAX TL CREEP DEFL = -0.000" @ 3'- 11.7" Allowed = 0.074^ MAX TC PANEL LL DEFL = 0.027" @ 2'- 1.4" Allowed = 0.283" 12.00 7 MAX TC PANEL TL DEFL = 0.026" @ 2'- 1.4" Allowed = 0.425" MAX HORIZ. LL DEFL = -0.001" @ 3'- 4.3" ,' MAX HORIZ. TL DEFL = -0.001" @ 3'- 4.3" 1 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, ITruss designed for wind loads d' in the plane of the truss only. 0 o 1111111111111111111110 o *=, 5�� , M-3x4 1 ), l ' l 1-00 3-05 0-06-11 ROVIDE FULL BEARING;Sts:2,5,3 I ���,,-0 PDOi"�. 17 ���`5 ANGWEFS /0 89782PE r JOB NAME : 7-D POLYGON 7-D NH - BJ2 1,-_ --,-"- Scale: 0.6043 ....' G' --- WARNINGS: GENERAL NOTES, unlessotherwisemeta 7�OREGON " Truss: BJ2 and W and s oconstruction anode be advised of al Goner.'Notes This building on la en based only pl upon the parameters parameters mewn and Is foran individual U and Warnings before conskudbn commencas. incorporation aampof comt.ponent la litythe of dresponsibility paromdero and proper - n 2.204 compression web bacing must be Installed where shown*. Incorporano of component h me rospondhiltty of me building designer. iJ (,,4 fiy , 3.Adds n.temporary bracing m insure stability during construction 2.Design assumes the lop and bottom chords to be Ntanity braced al 7 *l Is the reeponieblity of the credo,.Additional permanent bracing of NI T o c and et.a o e reach a.plywood unless brand throughout rtheircity length by DATE: 8/10/2015 the overall do Aure la the roapondbil ty of the building designer. continuous edging or arch as plywood aired ng(TC)and/or drywall(BC). ft- PA,+t 3.In impact bridging or lateral bracing required where shown** V W. SEQ.: K 13 4 5 912 4.No bad should be applied to any component unto after all bracing and 4.00$tt8an Minds Is the responsi the of the respective contrast°, fastener.are complete and at no time should any loads greater than 5.Design assumes truss.are to be used M a noncorrosive environment, dad loads be applied to anym, and are for"dry condition"of use. TRANS ID: LINK o" pp"° compon° a.Design assumes Ng Meting et el supports shown.Shim or wedge 11 5.CompuTrus hes no control over and assumes no responsibility fm the scary m nece EXPIRES: 12/31/20016 fabrication,handling,shipment and installation of components. ♦ 7.Ped..haibassume.adequate bethtdrainage iMimetled. AUgUSl 10,2015 8.This design la furnished wined m the limitations ed form by B.Plates shell be located on mm lens Mimed and gland so their canter 71,144/TCA In 0001,copies of which will be furnished upon request. Ines 008,440 with)oleic center lines. 9.Digits indicate.d.of plate in Indies. MITek USA,Ino./CompuTrus Software 7.6.6(1L)E 10.For bade connedor plate design values sae ESR-1311.ESO-1886(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 #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-301) 249 3-4=( -76) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 302V -90/ 224H 5.50" 0.48 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciig. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 -I MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 8.3" Allowed = 0.283" MAX TC PANEL TL DEFL = 0.009" @ 1'- 8.3" Allowed = 0.425" 0 MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" MAX HORIZ. TL DEFL= -0.003" @ 5'- 10.9" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 12.00 17 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 1 in the plane of the truss only. w ') 1 I a' 0 ,10 , O 0_j11.11111=1.111111=N 0 1 M-3x4 k1-00 1 3-05 y 2-06-11 y �4Qy ,D PRO1c (PROVIDE FULL BEARING;Jts:2,5,3,9 I t, •t,N4 GINE. 49 0 ,89782PE v JOB NAME : 7-D POLYGON 7-D NH - BJ3 Scale: 0.4703 \\ WARNINGS: GENERAL NOTES, ulass otherwise noted g/' /' .c r �//+�yk _ 1.Buldar and aredbn contractor Mould be advised of al General Notes 1.This design Is based only upon the parameters shown and Is bran Individual 17+ REGO N�4 �.. Truss: BJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper //�/ ,i 2.2s4 compassion web brecmg must be Installed where shorn.. incorporation of component h the rospansaAMy of the building designer. +Rl !M ty y A6 3.Addition.'temporary Nacho to Insure stability during construction 2 U s.c.and at ID the top area bottom chords to be laterally braced at 7 �1 s'I. la the responsibility of the erector.Additional permanent Mad f T o.c. et sheathing hin.such h as ply unties based(TC)a throughout their y sl)B by bracing cornpatriinltebacwg requird ed where drywaA(BC)• A11l '�' DATE: 8/10/2015 lire overall structure h the responsibility of the building design.,. 3.Be Impact Nddglnp or lateral bracing roquyetl share Mown•• �'1 1►1.. SEQ.: K1345913 4.No lead ahoald be applied Is any eenrpenerd orG after all bnadng and 4.Installation omf arm5B.usses eshna.Blity used ft•respective esp ivec conentractor. (octanes are complete and at no time should any bads greater than and ere for'dry condition'of use. TRANS ID: LINK design feeds be applied to any component. 8.Design aswmes full beerho at al supports shown.Shin or wedge if EXPIRES:�r Af{/ l[ /{ 5.CompuTas has no control over end tisanes no responsibility for the ryas. EXPIRES: I G/3 1/201 6 fabrication,handling,shipment and inatalbson of components. 7.Design assumes adequate drainage Is provided. August 10,2015 6.This design Is furnished sublsd to the limitations rt forth by 8.Plates shag howled ted on both feces of truss,and placed so their center TPW/TCA In SCSI,ooples of Ankh will be NmlMed upon rawest. Antra coincide sdih prat center lines. a.Digits Indleate sire of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plata design values sae ESR.1311.ES12•1 N68(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: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-937) 346 2-6=(0) 0 3-4=(-172) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -44) 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 POE' 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" -H/ 28BV -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'- 9.3" -259/ 323V 0/ OH 1.50" 0.41 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 5.0" -144/ 180V 0/ OH 1.50" 0.23 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc soac('tg. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 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 = 0.079" ° MAX TC PANEL LL DEFL = 0.007" 9 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 1 system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads ,y in the plane of the truss only. c 3 I pc h n3 O i VAlimmimm I - O M-3x9 1-00 3-05 I ERRING 4-06-11 I �5_ �G1NEE'. rte PROVIDE FULL BEARI NG;Jts:2,6,3,9 �}y.•r,` 9782PE ter` JOB NAME : 7-D POLYGON 7-D NH - BJ4 Scale: 0.3997 ��/`.-`�j' - -� / WARNINGS: GENERAL NOTES, udsaa othervdae noted: Truss: BJ4 1.Balder anderodbncontractorshoidbeadvisedMalGeneralNotes 1.Thlsdesign:5basedonryupontheparametersshownandhi ra"Individual 17 OREGON T� and Warnings before construction commences building component.Applicability of design parameters and proper 4 2.2x4 compression web bradng must be Indaibd where shown.. Incorporation of component Is the rosponsibAfty Mine building designer. �,(� (/J� [� J.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced al ]� "Alf.y At 6 ('[1 Is Me respondblaty of the erector.Additional permanent bracing of T o c end at 10 o e raepedMly unless braced throughout iMb length by ! t '- DATE: 8/10/2015 the overall structure Is me roapondbplry of the building tlealgnac continuous Meeting such as plywood sheathing(TC)and/or drywat(Bc) '1 PAUL. cAlC4 ng 4. Impact bridging w lateral biasing required where Mown SEQ.: K 13 4 5 919 4.No load should be applied to any component until after M bradng and 4.Inatebtion of buss M the rospondbalry°Ike respective contrast«. fasteners are compete end at no time should any roads greater men 5.Design assumes susses 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.CompuTrus has no control over and assumes no responsibility for the 8.Deskassumes NN bearing at al supports Moven.Shim of wedge If 4 EXPIRES: 'R E`�,.�`` 12/31/2016!ablshipmentn,handling,shipment Brod lnstallalwn of components. 7.Design as !ablution. sumes adequate dreinsge A prodded. August 1 0,2015 8.This design Is furnished subject to the limitations sat ugh by S.Plates shag be located on both faces of truss end placed so their center TPWVICA In SCSI,copies of which nIl be furnished upon request. Ness coincide vhlh joint center lines, MITek US . uTNs Software 1L 7.6.6 9.Digits intlwete size of pieta w Inches. A"Inc/Com p ( )-E ID For bask connector plate design values see ESR-1311,ESR-1988(HIM) 1 This design prepared from computer input by PACIFIC LUMBER-BC HIP CORNER RAFTER 4-09-10 FOR 3-5-0 SETBACK Refer to CompuTrus rafter detail for complete specifications. LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 Truss designed for 9x2 outlookers. 2x4 let-ins of the same size and grade as structural top CHORDS: LOADING chord. Insure tight fit at each end of let->.n. 2X4-2 DF #1CBTR TOP CHORD LL + DL = 32.0 PSF Outlookers must be cut with care and are permissible at inlet board areas only. 4-00 12 8.49 7 PROVIDE SUPPORT 12 8.49 7 M-5x8 M-3x6 400. M-3x6 M-3x6 M-3x8 o '' M-1.5X9 OR EQUAL AT NON-STRUCTURAL MEMBERS. 251ii_ N c, <� 'ED P R OP,e, l y y y �v�� ''' , i9 N E /421 1-07-02 4-09-10 6-10 1 )• �" 89782P E r" 13-02-12 , /!— JOB NAME : 7-D POLYGON 7-D NH - BR -// > ./ - Scale: 0.4868 +OREGONc �' ry'� WARNINGS: GENERAL NOTES, unless otherwise noted. '�It/51, y-9� V 1.Buller end erection contredor should be advised of sA General Notes 1.This daelgn is based only upon the parameters shown and h for en individual l q.RY r,� Truss: BR and Warnings before eonewdhn onmmences. building component.App sabGhy of design parameters end proper 2 2e4 compreesian web bracing must be installed where shown incorporation of component h me responabBty of mdeaipner. e building 3.Additional temporary breemg h ensue stability during construction 2 Dedpn and me top end bottom chords h M lroughoeterally breed at /r PA..t+L is me responsibility of the erector.AddlbnN anent bracing of continuous ell N ea a.e..506..ply woos.braced throughout their el(e). �'1 V L. Pew nllmrous ahealhkp ouch as plywood sheathing(TC)and/or drywaA(BC). DATE: 8/10/2015 the overall structure h the responsibility of the building designer. 3.2e hoped bridging Of lateral bracing required where shown+• 4.Na bad should be applied to any component until eller all bracing end 4.Installation Phase Is the responsibility of the respedlse contractor. SEQ.: K 13 4 5 915 fasteners are compete and et no time should any bads greater man 5.Design sesames hu..ea are h be used h a non-corrowe environment, TRANS ID: LINK design loads Mmaned to any component. ami are mesAAbentalew. EXPIRES: 12/31/2016 5.CompuTrus Ma no control over all aswmea no responsibility for the e.o s NA Mating et all supports shown.Shim or wedge if August 10,2015 nerfefabrication,bandana.shipment and In.a%Nbn of components. wry. 7.Mew 651 ebetled es drainage o truss, and This design h furnished staled h ill limitations set forth by A.Mew shall be bulled an both hoes of Ww,and pNcotl no melt center TPIM/TCA in SCSI.oeples of which oil be femlehed upon request. fines selndde 04th)oho center fines. a.Digin indicate sire or plate In inches. MiTek USA Inc./CompuTrus Software 6.2.3(1L)-Z 10.For beak connector Pah design values we ESR-1311,ESR-1958(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 #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2-10=(-439) 1626 3-10=(-174) 244 BC: 2x6 KDDF 816TR 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( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-1631) 584 6-11=( -58) 677 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 14'- 0.0" V 6- 7=(-2367) 749 11- 7=(-173) 245 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'- 0.0" TO 22'- 0.0" V 7- 8=(-2534) 720 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 22'- 0.0" V 8- 9=( 0) 80 NOTE: 204 BRACING AT 24"OC UON. FOR ALL-FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ B'- 0.0" -` TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.046" @ 11'- 0.0" Allowed = 1.054^ 7-11-11 6-00-10 7-11-11 fMAX TL CREEP DEFL = -0.092^ @ 11'- 0.0^ Allowed = 1.406" f MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" 4-00 3-11-11 3-00-05 3-00-05 3-11-11 4-00 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 12 597.306 f (597.30# f f MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 12 MAX HORIZ. TL DEFL = 0.028" @ 21'- 6.5" M-4x6 M-4x6 12.00 V M-3x4 _ 12.00 Design conforms to main windforce-resisting �� 6 Q4� system and components and cladding criteria. ee V\111 Wind: 190 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), )°11 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1,5x3 M-1.5x3 m 0 o 11 o /102... 011 0 M-3x6 M-3x8 M-5x6(5) M-3x8 M-3x6 o 1 1 1 7-08-08 6-07 7-08-08 1 1 1 1 00446) l 10-00 22-00 12-00 1 1 N E.. . ego__ 1-00 �4 . R ", 89782PE 17t JOB NAME : 7-D POLYGON 7-D NH - Cl ' Scale: 0.2557 WARNINGS: GENERAL NOTES, union otherwise noted. � Truss: C 1 1.Balder end erection contractor should be edvised of al General Notes 1.This design la band only upon the parameters Mown and is for an individual -57 OREGON ' and Warnings before construction commences banding eomponent.Applicability of design parameters and proper 2.Iso°mpronlon web bracing must be installed wham shown�. incorporation of component is me roeponsiblty of the building designer. -7;74,..4,* /�p y. . �. 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and oely o chords to be bbrelly braced al Is the reeponalbilty or the erector.Additional permanent bracing of 7 we.and et 1g o.c,each a.plywood unless braced throughout their length by ��{ DATE: 8/10/2015 meorerenaraeturebm.rocontinuousMg'ogorseshesptyxvgdshealhingr..annedrywel(BC) '{. 'j1,.+ 04. mss. responsibility of the building designer. 3.l2.e Impact bdding or lateral bracing requires where Mown e• V ` SEQ.: Ki3 4 5 91 6 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respectNe contractor. rastenera are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in e noncorrosive environment. TRANS ID: LINK design loads be applied to any component. and are for"dry cendllen'close. 5.CompuTrus has no control over end assumes no roeponeb8ly for the 8.Design assumes R8 bearing sl all supposes Moven.Shim or wedge H EXPIRES: XPIR 12/31/2016 fabrication,handing,shipment end betstbtion of components. see Design as' 7.Pesi,,haibelodedeneofage esprimes,an August 10,2015 8.'This assign h Nmlshad ee 51 n to IM limitations set forth by S.Plates shop be loomed on both laces of true,and plead w their anter TPIMTCA in BCSI,°plea of Mich will be furnished upon request. Ines coincide Wm Joint anter line. MITek USA,Inc./CompuTrus Software 7.6.601.)-E9.Digits indicate size or plate In Inches. to.For basic connector piste design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 80 2-12 (-163) 752 3-12=(-196) 181 SPACED 24.0" O.C. 2- 3=(-1049) 364 12-13=(-101) 658 12- 4=(-141) 383 BC: 2x4 KDDF STANDR 3- 4=( -887) 397 13-10=(-191) 652 12- 6=(-172) 130 WEBS: 2x4 KDDF STAND 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 PIF 4- 6=( -565) 338 8-13=(-142) 382 BC LATERAL SUPPORT 0= 12^OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 8=( -565) 338 13- 9=(-196) 181 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8- 9=1 -887) 397 NOTE: 2x4=BRACING=AT 24"OC UON. FOR= LL = 25 PIF Ground Snow (Pg) 9-10=(-1049) 364 10-11=( 0) 80 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 9-11-11 2-00-10 9-11-11 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -241/ 1038V -220/ 220H 5.50" 1.66 KDDF ( 625) f f T 22'- 0.0" -241/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) 4-00 3-10-04 2-01-07 L 100-0`5 L 3-10-04 4-00 / � 1 f 1 1 9 f 1-00-05 2-01-07 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-00 8-00 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1' 1' f 1' MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" 7 12 MAX LL DEFL= 0.019^ @ 11'- 0.0" Allowed= 1.054" 12 MAX TL CREEP DEFL = -0.035" @ 11'- 0.0" Allowed = 1.406" 12.00 V 12.00 MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" M-4x6 .M-4x6 MAX HORIZ. LL DEFL= 0.007" @ 21'- 6.5" M-3x4 . MAX HORIZ. TL DEFL = 0.012" @ 21'- 6.5" AMMEIMMWOMMMMIMM�` 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=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 m N f-K - IN 4� 13 h O o M-3x4 M-3x8 M-5x6(S) M-348 M-3x4 0 1 y 7-08-08 1 6-07 7-08-08 c0 PP Opps l 10-00 l 12-00 1 $' 4 4 6;9 cr'2 , l l 1-00 22-00 1-00 89782PE �' JOB NAME: 7-D POLYGON 7-D NH - C2 � Scale: 0.2557 „� OREGON 7��,. WIIRNIN08: GENERAL NOTES, unless oMrvdes.tett V f l �I V I V h T I.Bolder sod erection conMdor should be advised oral General Notes I.U is design is based only upon B.parameters .meters shown and and Is for an Individual ., . C/4 RY ,�, Truss: C 2 and Fawning.before construction commences. Inst.w oson of compIs Applicability0..osb°Bly orae adleme designer. ign•r. /[{, `� 2.204 ampree.lon web bedng must M mst6M4 where shown 0. 2.Design assume.the top end bottom chords to be laterally bead at • �,'" .,+t t 3.Additional temporary bruin('b mean debility during 00.lion 7 gets and a1 IS gets espaefN•)o unless bead throughout their inglh by PAUL Is the responslblly of the erector.Additional permeant bracing of continuous eh•aWng such as plywood ahea8dng(TC)and/or dryw.l(BC). DATE: 8/10/2015 the overall structure Is the e.ponsblly of the balding designer. 3.20 Impact bridging or leers)bracing required where show,,*. SEQ.: K1345917 4.No load slimed Mwalled to any component will after allbredng end 4.ln tion of trues isthe rspodbilassumes trusses are to be estydithe In h non-corrosive cd/01environment. �/(�{p lry)n l/r�/�{p Intneraaecomgeteend•Iadm.should any lea..gra.t•rmm and aefor"dry condition"ofme. EXPIRES IG7A7i/2016. TRANS I D• LINK destgn loads be.wiled to any compared. 6.Design..awmes Na bearing at al sutx s shown.Shen or wedge 0 S.Compurne M•no control over and mourn.no re.pon.IblNy for the ,eery. August 10,2015 1940.800.holding,shipment and mrall.t60 of component.. 7.Deelgn assumes adequate drainage is proad•d. H.This design Is furnished subject to the Ibn tallons set forth by B.Plate.shell be baled on both has of trues,end plead so their anter TPIWICA In SCSI,copies of WIWI will be furnished upon request. lines center Ines. 9. Ie nire of In Inches. MITek USA Inc.ICompuTrus Software 7.6.6(1L}E 10.For bask connector piste design values sae ESR-1311,ESR-1988(MIT.k) 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: 2x9 RIDE' #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2- 8=(-93) 892 3- 8=(-377) 349 BC: 2x9 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=1-1094) 259 8- 9=(-52) 551 8- 9=(-249) 619 WEBS: 2x9 KDDF STAND 3- 4=( -987) 431 9- 6=(-93) 715 4- 9=(-249) 614 LOADING 9- 5=1 -987) 431 9- 5=1-377) 399 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1094) 254 BC LATERAL SUPPORT <= 12"OC. LION. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 80 TOTAL LOAD = 92.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -187/ 1038V -307/ 3078 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -187/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-00 11-00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f '' 'I MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5-07-10 5-04-06 5-04-06 5-07-10 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f 1 f f f MAX LL DEFL = -0.028" @ 7'- 5.1" Allowed = 1.054" MAX TL CREEP DEFL = -0.051" @ 7'- 5.1" Allowed = 1.906" 12 12 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" 12.00 F27 N12.00 4.0" 4 T-n• MAX HORIZ. LL DEFL = 0.013" @ 21'- 6.5" JV MAX HORIZ. TL DEFL = 0.019" @ 21'- 6.5" Design conforms to main windforce-resisting 1, system and components and cladding criteria. Wind: 190 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, itpl(t (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 M m O O o 8 / t1 • o o M-3x4 M-3x4 M-3x5(S) M-'3x4 M-3x4 I 1 l y l l 7-05-01 7-01-13 7-05-01 y 10-00 y 12-00 y .,c,,,`�� PRpfiF,95 i-oo 22-00 i-oa r ,�1�GIN ' 9 r(2, 89782PE r' JOB NAME : 7-D POLYGON 7-D NH - C3 7 i%'.' .-J " Scale: 0.2279 -�� _ -•, WARNINGS: GENERAL NOTES, unlessdhervdse noted: 9 ORE v�N Truss: C 3 1.Bolder and erodlon contractor should be advised of all General Notes 1.This d Np Is basad only upon to parameter shown end Is ler an Indlbual U (�B and Warnings before combustion commences. building component.Applicability of design parameter and proper �7;31.-7 6, ryy 4"' 2.2x4 compression web bracing must be installed Where shown.. incorporation of component h to rosponsib/ly of the building designer. V }' 3.Additional temporary bracing to Insure stability during combustion 2.Design assumes the top end bottom charts r be laterally brecod. ,b/_ is the roeponsiMAty of the erector.Additional permanent liming of T o c and e 1 O ow.respectively unless braced throughout their length by UL V DATE: 8/10/2015 the overall shucture Is the responsibility of the buildingdesigner. continuous ger such l b aving re air a where s 50,,andf.r drywaA(BO). � '°A U1... � 3.2s Impel bridging is lateral bracinglty required where mown.. SEQ. : K1345918 4.Naload anesareclesseeenbany component heyemregbracing atermand 4.DNelntCa onmssIsalthe eretoue i s.pedoe e Wieners aro complete and at no time should any beds greater ten 5.Design sesames trusses ere to be used In e nanoonoslve environment. TRANS ID: LINK design bads be applied to any component. and are ler"dry condition"of use. y {] �+ 12/31/2016 5.CompuTrue has no control over end assumes no responsibility for the 6.Design assumes Ng bearing at el supports sirown.Shim or wedge if EXP I.R ES. . fabrication,handling,ehipment and ineellellon of components. necesorry. 7.Design l al beelo adequate drainage le truss. August 10,2015 B.This design Is furnished subject to me limitations set rot,by E.Plates shall baled on both faces of inns,and placed so their canter TPIIWrCA In SCSI,copies of which WW be furnished upon request. Ams coincide with Joint center line.. A Digits Indicate tem of plata in inches. MITek USA,Ina./CompuTrue Software 7,6.6(1L)-E 10.For bask connector plate design values sae ESR•1311,ESR•1B88(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 TC: 2x9 KDDF 816BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2-10=(-738) 3566 10- 3=( 0) 202 BC: 2x6 KDDF #16BTR 2- 3=(-5948) 1170 10-11=(-73B) 3564 3-11=( -176) 204 WEBS: 2x9 KDDF STAND; LOADING 3- 4=(-5199) 1226 11-12=(-706) 3548 11- 4=( -558) 2520 2x6 KDDF 82 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( 14.1)= 69.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-9109) 1088 13-14=(-930) 4728 12- 5=(-1474) 5530 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 10'- 0.0" V 6- 7=(-5268) 1298 14- 8=(-936) 9756 12- 6=(-2176) 634 BC LATERAL SUPPORT <= 12"OC. LION. BC UNIF LL( 283.9)+0L( 213.0)= 496.9 PLF 10'- 0.0" TO 16'- 0.0" V 7- 8=(-7246) 1588 6-13=1 -612) 2622 BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 16'- 0.0" TO 22'- 0.0" V B- 9=( 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= 2992.0 LBS @ 18'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Jr LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -955/ 4328V -306/ 306H 5.50^ 6.93 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -1276/ 5702V 0/ OH 5.50" 9.12 KDDF ( 625) nails staggered at: 9" oc in 1 row(s) throughout 2x9 top chords, BOTTOM CHORD CHECKED FOR lOPSF 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. FOND. 2: Design checked for net(-5 psf) uplift at 24 "pc 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" 1 1' 1' 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" @ 19'- 1.7" Allowed = 1.059" f 1 f . i' f , MAX TL CREEP DEFL= -0.169" @ 14'- 1.7" Allowed = 1.406" MAX LL DEFL= -0.001" @ 23'- 0.0" Allowed = 0.100" 12 12 MAX TL CREEP DEFL = -0.001" @ 23'- 0.0" Allowed= 0.133" M-4x6 12.00 V N 12.00 4 0" MAX HORIZ. LL DEFL = -0.015" @ 2I'- 6.5" S MAX HORIZ. TL DEFL = 0.034" @ 21'- 6.5" *** HANGER TO APPLY CONC. *f 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 illIPPP 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, /, ,` (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. +-Laterally brace to roof diaphragm. 264 M-3x6 +-2x4 brace required M-5x10 rn Al 01 o , 1 ... .. epee T ..y�.. O 10 11 12 13 14 8 O 0 I M-5x10 M-1.5x3 M-6x8 0.25" M-3x5 M-3x8 1 P R Q M-7x8(S) � F, ++�26a1M +**2942# " I), y ) i, y ,. 604. 4-00 3-10-04 3-01-12 3-01-12 3-10-04 4-00 8 1-00 22-00 1-00 i 8978 P 1JOB NAME: 7-D POLYGON 7-D NH - C4 Scale: 0.1932 c.� Y~ WARNINGS: GENERAL NOTES, urlessetherwbe noted: :- 1%i,OREGON•20� "-. I.Builder end erection contractor should be advised of al General Notes 1.This design Ie based only Won the paremeten shown end Is for an individual .A /4 �. r l Truss: C4 end...nos before conetrudion commences. building component.Applicability of design peremelsn and proper 7 '1 J VY. 2.2x4 comproedeo web bracing must be Walled where Mom+. Incorporation of component N the responsibility of the building designer. 'fir3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom dards to be Menly broad at !`f � le to responsibility or the erector.Addflenel pemmnenl bracing of cantinawaitathig plywood eh thing(TCand/or ryocelughout their nBC). /'^ DATE: 8/10/2015 the overall structure I the responsibility of the building dedgner. 3.Zr Impact bridging or lateral Waring required shere shown 4+ SEQ.: K1345919 4.No load.6006 be epptled to eny oonrpesert inst leer so boedng Sod 4. htionoftrumbstheroesposibltyotthe reeused in a spepec%antr.ro�r. lasteners are complete and at no time should eM loads greater men Design assumes TRANS ID: LINK destgnbedsbeapplied toany compontM. 8.Designeend are orasumGssMNtreekpstelsupportsNawn.Shimerw.eg.11 EXPIRES:condi.n.of um. 12131/2016 5.CempuTrushes no control over and essumesnoresponsibility for the nee August 10,2015 fabrication,handing,shipment and installation of components. mry 7.Design assumes"dsgoele drainage I.prodded. S.This design is farm heti subject to the limitations set forth by S.P.m shall be bated on both has of trop,end Mad w thele center TPNMCA In SCSI,codes of which col be furnished upon request. Ines coincide 085 joint anter Ines. 9.Digits Indicate size of plate In inches. MITek USA,Ino./CompaTtas Software 7,6.6(IL)-E 10.For bask connector pieta design values see ESR-1 311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS HIP CORNER RAFTER 11-3-12 FOR 8-0-0 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 CHORDS: LOADING 2X4-2 DF 1)1&BTR TOP CHORD LL + DL =32.0 PSF M-3x6(S) 11-02-04 PROVIDE SUPPORT M-5x8 12 M-3x6 8.49 l y 4-02-03 M-3x6 M-3x6 M-3x8 1 A..� O r 0°1111 I r 1 o Ay Fl or4c. c�=J �C.�GINF�4) fdi. l y y 4x 8 782P -7r y 1-07-02 11-03-12 JOB NAME : 7—D POLYGON 7—D NH — CR 17-01-01 fiai -f.- >" Scale: 0.4082 :4,004 f'lON � ` 1WARNINGS: GENERAL NOTES, unless othervAee noted Al a V (+j;"�y.Truss: CR Bottler antl axed on contractor should be advlwtl of al General Notaa Tela design le awd any upon Me p.atgn p r sawn and le br an IMlvldual7�9ey A � [ end Warnings before construction commences. building component.Applkabllity of design parameters and proper ")( - 2.204 compression web bracing must be Installed where shown.. incorporation of component h the reeporrNbAAy of the building designer, 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to a laterally bead et ]yA (^j� le the responsibility of the ender.Addlbnet permanent bracing of T s,c.and at 10 0.c.respadNey unless braced throughout their length). s` DATE: 8/10/2015 the everol.1001cn a IM ro antlrmoue sheathing such as wing rte aired s g(TC)and/or 0rywall(BC). poneiblly of the building designer. 3.2i I npad bridging or leterol bracing required where NeMn.. SEQ.: K 13 4 5 92 0 4.No load should be applied to any component until after all bradng and 4.Installation dims is the responsibility of the reapectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes Stowe are to be used In a non.cono.Ne environment. 12/31/2016 I'll Y�.A /{.a�+ TRANS ID: LINK design beds be tippled to any component. and are for"dry condition'of use. EXPIRES: IG/J I/ V([7 5.Comporree ha.no control over and amines no responsibility for the 8.Design assumes mil besting al all suppress sawn.Shim or wedge 11 August 10,2015 fabrication,anding,shipment and Instalhtion of components. ..—". Thistlesin h Nmlsied sub 7.Design assumes adequate drainage a provided. 8.Th g subject to the limitations wt forth by 8.Plates sag be bated on both has of truss,and plead w their center TP WVTCA in SCSI,copes of which will be Nmlehed upon request. Anes eoinoMe with joint anter Anes. MiTek US Inc./Com UTfU8 Software 6.2. 1 L Z 8.Digits indicate ere of plate In inches. A. P 3( } io.For basic conceder phis design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 WEBS: 2x9 NODE' STAND LOADING 9- 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 PIE' 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg', BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP I_ f-5 fl 1'ft at 24 "o i,g. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5t' Design conforms to main windforce-resisting 11-00 11-00 ` system and components and cladding criteria. 5-09-04 5-02-12 5-02-12 5-09-04I Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f load duration factor=l.6, 12 12 End vertical(s) are exposed to wind, 6.00 M-9X6 Q 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. ftft :,, M-1.5x3 M-1.5x3 3 m o o I AP M:1afte wr 4. O 1 2 9 8 . 0 M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 l l l k 7-06-03 6-11-11 7-06-03 y • 12-00 l 10-00 l 1 `co���NGIN " cS'--/0 1-00y 22-00 1-00 .C� R -37 't"'t" /9782PE r` JOB NAME : 7-D POLYGON 7-D NH - G1 / i'.� %I Scale: 0.2557 -r WARNINGS: GENERAL NOTES, unless otherwise notetl V (��}(-�-� 1.Bolder and eredlen wnbador should be adrleed of all General Notes 1.Thisdesign is bawd only upon the parameters shown end Is for an Individual ,�J•_ i REGON �� �}. Truss: G1 and Warnings before conalnxllnn commences. building component.Applicability of deelgn parameters and proper +J /r- (:4 2.2e4 compreeston web bracing must be Installed where shown.. incorporation of component h the responsibility of the building sis finer. '1 "".f7 V:'� „C 3.Additional temporary baiting to Insure stability daring conalruc 6 2.Oesign assumes the loped bottom chords to be letarelry braced al a'T P _{ I, Is the re.potWbS f the erector,Addllunal permanent brat I z o c and at to o.e.r.unh.5.M unless brec.tl throughout thele length by V y a fog o continuous • sixething such es plywood sheathng(TC)and/or drywaN(BC), Pq 1 I L DATE: 8/10/2015 the overall structure Is the responsibility of the bending designer. 3.u Wiped brldging or lateral bracing required where.sown.* l/1+. 4.No bad should be applied to any component until after all bradng end 4.Inetaletlon of twee ss the responsibility of the reepedNe contractor. SEQ.: K 13 4 5 9 21 fasteners are complete and at no time should eny bads greater than 5.Design assumes tru.ses are fo be used Ina nentermwe enwlronment, and TRANS I D• LINK design bade be applied b any component. Design et dry condition"of use. 5.CompuTrue hes no contrel over and assumes no responsibility for the S.Design dry NA lee=ring at all supports shove.Shim or wedge II EXPIRES: 12/31/2016. rya fabrication,handling,shipment end Installation of components. 7.Design assumes seem/ate drainage isprovided. August 1 O,2015 6.ThIs design h furnished edited to the limitations set forth by 8.Plates shall be fooled on both feces a of buss,end placed so theft center TPkWTCA In SCSI,copes of which eel be furnished upon request. Ines a she wthjoint unter Wes. re of plate El Inches. MITek USA,Ina./CompuTrus Software 7.6.7(1L)-E 10.For basic connector pole design value.see ESR-1311,ESR-7986 pATek) 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 spacifg. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. - Design conforms to main d claddingresisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, closed.2,BCDL:6.0, ASCE 7-10, DL CO BOTTOM CHORD ', 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD - 42.0 PSF load duration factor=1.6, End vertical(.) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UCIN. 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 lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-00 11-00 T T 4 12 IIM-9x4 12 6.00 3 Q 6.00 1llI1IIIIIII4m • %11 o 1 a MM R 0 M-3x5(S) M-3x4 M-3x4 l l l 12-00 10-00 y 1-00 y 22-00 CAP t.,\ Ft. GIN /p `<" )39782 PE v JOB NAME : 7-D POLYGON 7-D NH - GGE ,--=--, p -~' Scale: 0.3682 WARuld.,. O.ml.Ld.tinis NOTES, tiny up nth.NMtad -7+OREGON 's, Truss' GGE I.Builder and erection contractor Mould be.alaseofea General rates 7.Thlatlesign la based only upon the parameters shown and is for an hMNMusI A and Naming.before conahudbn commends building component.Applicability of design parameters and proper yyyyyyY E 2e4 compression web bndng must be Installed where.horn.. incorporation of component is the responsibility of the banding designer. „mw)I ,^� y� 3.Additional temporary bracing to Insure stability dump construction 2.Design assumes the top and bottom chord.to M laterally bread at TT "! J Is the responsibility of the erecter,Additional permanent geeing of T or.and at o:e nupectNely unless braced throughout their length by continuous she.eetgsuch as plywoodshsheathing(TC)and/or drywa0(B �9 C). P^UL I's DATE: 8/10/2015 the overall structure la the regor wnelbety of the building designer. 3.W Invent bridging or lateral bndng required where shown*. SEQ.: K 13 4 5 9 2 2 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss is the responYbley of the respedNe contractor. fastener.are complete and al no time dumb any bads greater than 5.DeAgn assumes trusses are to be used Ina nonconoeNe environment, TRANS ID: LINK design bads beappgedtoany component. and are for'dry condition.ofURI. 5.CompuTn a has no control over end assumes no responsibility ler the S.Desimipp Design mistimes Nil bearing at all suorts shown.Shim or wedge If �'ry• EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage la provided. August 1 0,2015 I E.This design s famished subject to the limitations set forth by b.Plates shall be located on both fads of trees,and plead ss their center TPUWrCA In SCSI.copies of vnich will be furnished upon request. gds coincide with Joint center line.. MITek US inc./Com uTrus Software 7.6.7 1 E E 9.Diggs indicate sin of piste n!nth.. A P ( )- 10.For basic connector plate design values see ESR-1311,ESR-1008(MI1ek) 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: 2x4 KDDF RISBTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-4=(-35) 32 2-4=(-99) 81 BC: 2x4 KDDF N15BTR SPACED 24.0" O.C. 2-3=( -7) 3 WEBS: 2x4 DF STAND; 2x4 KDDF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BEG 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"OC. VON. 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" @ O'- 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 '1 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=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 o 1 0 I u/ -li I o M-3x8 M-3x6 M-1.5x3 3-00 4-00 1 �Ok P R 01-e6'w z` 89782PE "° JOB NAME : 7-D POLYGON 7-D NH - El ' /Scale: 0.6150 0.6150 L" ry4 WARNINGS: GENERAL NOTES unless otherwise noted. % 1j/O 's r? ") ,,,T 1.Builder end erection contractor ehodd be edvlsed of el General Notes t.This designI based only upon the persmatere shown and h for en individual ���, Truss: El and Warnings before construction commences. building component. •l (JApplicability of design parameters end proper 7 e,,, 2.204 compra.Non web bredng must be petalled where shown.. Incorporation of component h the rosponslbley of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom fibra.to be laterally braced at Ili- tt le IM responsibility/the ender.Additional erm.nent braeof 2u.o.end et 10'o.e.respeasely unless braced throughout their length by {.,/.1.. �� N o D leg continuous sheath such as plymhod sheathing(TC)and/or drywel(BC). DATE: 8/10/2015 the overall stokese la the responrbllN of the building designer. 3.aimpact bridging or or lateral bracing rewired where shown.. 4.No bed should be applied to component until atter as bracing end 4.Installation buss Is the responsibility of the respective contractor. SEQ.: K 13 4 5 92 3 fasteners are complete and sl no time should any loads greater than 5.Design assumes true es are to be used In a non-corrosive environment, EXPIRES: 12/31/2016 design loads be.pPilse to any dmpeneno and are for"dry condition.of use. TRANS ID: LINK 5.CompuTrushas nocontrol over and easumesnoresponsibiliyfor tM 6.Dne>'.saro. anhAbedpetailwppo eabwn.Snmorvnapalf August 10,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the limitation set forth by 8.Plates shall be bdtad on both faces of truss,and placed so their center TPIWTCA in BCSI,copies of which nil be?wished upon request. Ids coincide with Men rimer Imes. B.Digits Indicate size or pate in inches. MiTek USA,lnc.iCompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values Ma ESR-131 t,ESR-7B88(beTak) 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. IL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) JT 1: Heel to plate corner = 5.25" TOTAL LOAD= 92.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 9'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL " 9 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed= 0.100" BOTTOM CHORD CHECKED FOR 10PSF 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 I7 system and components and cladding criteria. Wind: 140 mph, h=19.Bft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Op) , N f f \ -e'0 4 3 M-3x8 M-3x6 y y EO PR Opt,ss y 4 00 3 0o N 0 NG{N FR (PROVIDE FULL BEARING;Jts:4,3,2 1 4t- 89782PE r("� JOB NAME: 7-D POLYGON 7-D NH - E2 / Y \� Scale: 0.9959 V ' --"""' WARNINGS: GENERAL NOTES, unless dherwlsenoted: I REGC7N q . r. 1.Builder and erection contractor should be advised of al General Nona r.This design b booed only upon me parameters shown and Is bran Individual �,�J� �. 4z, Truss: E 2 and Warnings before construction commences. building component.Applkadllly of design parameter.end proper 7A5 4 2.2x4 compression web bracing muco a Installed where show•. Incorporation of component is the reeponsibMMy of the building designer. 3.Additionalamporery bracing a Nacre steak during main/can2.Design assumes the cop and bottom dards to be lelerally braced at PAUL Is the reeponsibliy or the moor.Addlbn•I parmane bracing or con.c and at 1 V o.o respectively unless braced throughout their length by minuous*teething ouch as plywood ahrNNng(TC)and/or drywal(BC). DATE: 8/10/2015 dee enema structure is the responsibility of the building designer. 3.24 Impact bridging or lewd bracing required where shown + SEQ.: K1345924 4.No bad should be applied to any component until alter all bracing and 4.Installation dams is the responsibility of the respective contractor. y 1(� 12/31/2016 /7 t /� fasteners are compere and at no time should any loads greater then 5.Design assumes trusses are to be used in•non-eerre.Ne environment, EXPIRES: t LI 1/ tt t design bads be applied to any component end are for"dry condition"of use. TRANS ID: LINK E Design assumes NI bearing et al supporta shown.Shim or wedge if 6.CempuTms has no control over and assumes no responsibility for the necessary. m August 10,2015 fabrication.handling,shipment and installation or amponenl*. 7.Design assumes adequate drainage is provided. 6.This design a furnished sated la the limitations set forth by e.Pales shall be bated on beth face.el truss,and plead ea their center TPI/W1CA in SCSI,copies of WW1 WI be rumianed upon request. Ines coincide with Joint center lines. MITek USA,Inc./Com uTrus Software 7.6.6 1L E g.Digits(radiate sire of late in atlas. P ( )• t O.Forbasicanesize plate designvalues 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-18) 85 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 KDDF ( 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 (GOND. 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 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003^ @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 0.0" Allowed = 0.197" MAX TC PANEL TL DEFL = -0.008" @ 1'- 1.5" Allowed = 0.220" MAX BC PANEL LL DEFL = 0.013" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.081" @ 4'- 9.8" 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 F27 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. 1 N f N M-3x9 l l 1 1-00 kROVIDE FULL BEARING;Jts:2,3,4 I 8-00 89782PE 9" JOB NAME : 7-D POLYGON 7-D NH - J1 Scale: 0.6125 f ....._.--iry. ...... _ WARNINGS: GENERAL NOTES, unless otherwha noted 1. OREGON ���p ]�/+y "J Truss: J1 .,,d Wamltryp before constructionand erection contractor odd be commences dof ell General Nolea building omoient Applicability MbU fddeesign parameters the and proper Individual +0Apj {�{�/ ��� 2.2a4 compression web bradng must he Installed where Mown.. 2.Design assumes the top ash bottom chords to be laterally braced et '1 ` .. 3.AtltlXbnel temporary bradng to Insure stability dudrp construction 7 sc.and at 10 o.c respectively unless braced throughout their length by Ft +' lathe responsibility of the credo,.Additional permanent bracing of continuous sheathing such as ptywcod sheathing(TC)andbr dryvnA(BC). /t4J 1.+ DATE: 8/10/2015 the overall structure I.the reeponsibiny of the building designer. 3.2eImpact Mdging or ptenl bradng required where Mown ..t+t�"1 SEQ. : 1(13 4 5 9 2 5 4.No bad Mould be applied to any component untI after all bradng end 4.Installation of Inns la the responsibllty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Deign assumes busses are to be used Ina nen-wnesive environment, design beds be applied to any component. and are for-dry condition'of use. TRANS ID: LINK s.Design assumes RIbearing aI Isupports Wow.Shim orwadgelf p� �S: 12/3112016 E.CempuTus has no control over end easumsa no reaponsibgXy for the necessary. fabric-Won,handling,shipment and Installation of components. 7.Design assumes adequate drainage N provided. August 10,2015 6.This design is furnished subject to the limitations sat forth by E.Plates WM be betted en both faces of truss,end placed so their center TPVWTCA In SCSI,copies of whkh will be furnished upon request. Anes coined.with joint center Inc.. 9.Digits Indicate sirs of plata Sr Inches. MITek USA,Inc.iCofnpuTrus Software 7.6.6(1 L)-E 10.For beak connector plate design values see ESR-1311,ESR-191111(M1Telt) 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: 2x9 ROOF #1&BTR SPACED 24.0" O.C. 2-3=(-90) 113 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -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 'COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacipg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF 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 . MAX TC PANEL TL DEFL = -0.044" @ 2'- 2.3" Allowed = 0.503" 3 MAX BC PANEL TL DEFL = -0.122" @ 4'- 1.4" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" 12.00 V' (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=1.6, Truss designed for wind loads in the plane of the truss only. c a I F o Ilk NPIM o M-3x4 1 J• 1 y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 ��vp PROF FS <cC;'~, 04GtNE.'Ch' 0 89782PE �<' JOB NAME : 7-D POLYGON 7-D NH - J2 Scale: 0.5625 WARNINGS: GENERAL NOTES, unless otherwise noted. GI • -.d 1.Builder end erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and h for an Individual '7 OREGON N. Truss: J2 and Wa. rnings �.- ma ingsbeforeeonstructlonmmenme. bulldingcomponent.Appllubmryofdesgnparametersendproper Q 2.204 compression web bracing must be installed where shown e. Inarponibn of component hint responsibility of the building tlaslgner. l'A,tb �l^I y A 6 3.Atltldbal temporary bracket,bracket,to Insure stability during constructionconstruction2.Design assumes the lop and bottom chords to be laterally braced et l7 Is the responsibility or the erector.Additional permanent bracing of Tao c.antl et se10'a.e.reepec c ply unless broad throughoutmete length by DATE: 8/10/2015 the overall structurehint ro ntinuous sheathi g such es plywood sheathing(TC)and/or drywel(BC). p ?` sp os:bay of the building designer. a.a<Impact brldging or lateral brsdng required where shown e e SEQ.: El3 4 5 9 2 6 4.No Toed should be implied to any component until alter all bracing and 4.Installation of tons Is the responsibility of the reepedNe contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes lnosees are to be used In•noncermehe environment, TRANS I D: LINK design bads be applied to any component. and are for'dry condition.of use. 5.ComWTrus has no control over and assumes no responsibility for the 6.Design assumes full bssdnp at al supports shaven.Shim or wedge if EXPIRES: 12/31/2016 necessary.hDnatbn,heeddng,shipment end InstNlalibn of components. 7,Pesin assumes adequate drainage hprodded. August 10,2015e.This designis furnished poled to limitationsset forth by a.pestesshall belocated on both faces of truss,and dated a their center TPVWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center line. 9.Digits hellcats size of pate In Inches. MiTek USA,IncyCompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-0311,ESR-1888(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/Cil=1.00 TC: 2x9 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-149) 159 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -20/ 922V -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 POP 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 pat) uplift at 29 "on spacing. 5-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T 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" i/ MAX BC PANEL TL DEFL = -0.229" @ 4'- 1.4" Allowed = 0.972" MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 12 12.00 17 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=1.6, Truss designed for wind loads I in the plane of the truss only. 0 j, m o I I M-3x4 1 y l y 1-00 8-00 PR O ' (PROVIDE FULL BEARING;Ste:2,3,9 I �� " (rlNErss/ r. , 00T . 4 ... 89782PE "` JOB NAME : 7-D POLYGON 7-D NH - J3 ,,/,/. .-..7/.t '' Scale: 0.9574 r !, jam .Builder WARNINGS: GENERAL NOTES, uMsu otherwise pa noted: .. 9 OREGON .... 1.BuAdaf end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and b bran indlvlAwl �� Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper G A?, 2.2a4 compression web bracing must be installed where shown a. incorporaden of component k the neponabwry of me building asgner. "11/9), ,q p ,4 3.Additional temporary bracing In Insure xablllty during construction 2.Deign saunas the lop and bosom chords to be throughout braced alal -\ k the respondbrAly of the erector.Additional M bracing of T o.e.and x 1 V o.e.rsas plywood unless braced throughout IMM length by �*k V Pe"^aM continuous ahesthing such as plywood xlsathlrg(TC)and/or drywal(BC). -A 1 1 l ' � DATE: 8/10/2015 the overall structure k the responsibility°Mho building designer. 3.ac Impact bridging or talent booing required where shown++ Ll{. SEQ. : K1345927 4.No load should be applied aany component unl4after all bracing and 4. lainofrcoioer mwu.infterespanon-Codoecve n cter. m, fasteners are complete and at no time should any loads warder thanDesign TRANS I D: LINK design beds be applied to any component. and n�for-dry a full condition"of use.supports wedge 5.CompuTMa has no control over and assumeno responsibility for the 8.Design full beano st al u ns shown.Shim or ns It EXPIRES: 1.2/31/2016. Bury. fabrication,handwg,shipment and installation of components. 7.Design assumes adequate drainage la provided. August 10,2015 e.This design la furnished subject M the limitations set forth by e.Plates shall be located on both faces of teas,and placed so their center TPSWICA in BCS(,copies of which nil be furnished upon request. Aura coincide with joint center lines. 9.Digits Indicate size of piste In Inches. MITek USA Inc./CompuTrus Software 7.6.6(1L)-E 18.For basic connecter plate design values we 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/Cpl=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(-178) 189 3-5=(-266) 256 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-267) 125 WEBS: 2x9 ROOF STAND 3-9=(-121) 85 LOADING TC LATERAL SUPPORT <= 12"OC. U017. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. 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/ 979V -121/ 292H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.5" -81/ 238V 0/ OH 5.50" 0.38 KDDF ( 625) 7'- 11.7" -89/ 120V 0/ OH 1.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spaci+11 g. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -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" 1' i' MAX BC PANEL TL DEFL = -0.160" @ 4'- 1.5" Allowed = 0.972" 4 -1 MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.9" MAX HORIZ. TL DEFL::: = -0.003" @ 7'- 10.9" 11 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 Truss designed for wind loads in the plane of the truss only. 12.00 M-1.5x3 : t o : AlLh\h“. M 0 ,.0 OrAillIMMIIIIIIIIMMIMI I - -.5 o 1 M-3x4 M-1.5x3 0 PROP y 1-00 y 8-00 l ��j4\�¢� F'Tn�2�fp._.,. 'PROVIDE FULL BEARING;Jts:2,5,4 I 89782PE <' �, JOB NAME : 7-D POLYGON 7-D NH - J4 fr-:,._ - - >_ Scale: 0.3686 -C C unless V ~- �'-" ...... WARNINGS: O.This gnisb, 1. 9,i_,OREGON s Truss: J 4 Builder and legs Seen coarenneen n Would be nod.. n canard Nuts Thla design o based only upon the parameters shown and n is for piep.lna individual �'� end wammA°before construction commences. building component.npplicadi ty of design promoter.and proper 2.2x4 compression web bracing must be installed whale shown v. Incorporation of component is the responsibility of the bullring designer. 1/k1 ,ill p.. t= +� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top eo bottom dross to be Intently braced at �1 J"� J VIDAI.the reeponsibafy of the erector.Atltlnknel permanent bracing or 2 o e and et ea o o.respectively unless braced throughout their length by 'ir DATE: 8/10/2015 the overall mucwre la then continuoussiroatgl or ashlbadeg required as e sheatwhere drywaA(BC). ,�./1,+{ ecton.roAny of permanent designer. 3.2x Impact bridgingshsheathing such bredno where mown•. A V W SEQ.: Ki3 4 5 9 2 8 4.No load should be applied to any component until after an bradng end 4.InatrBstlon of truss I.the reapunalbilly of reepectNe contractor. fastenersaro complete and at no time ghoul any bade greater than 5.Design assumes Medea are to be used Ina non-corrosive environment, TRANS ID: LINK design load.be applied to any component. and are for"dry condmuse. e. 5.CompuTrua has no control over and assumes no responsibility for the 8.D;g„,°..um°a NI b°°^^g°t•A supports shown.shim or wedge It EXPIRES: 12/31/2016 fabrication,handling.shipment and Installation of components. 7. ry. Design assumes adequate drainage ls provided. August 10,2015e.This design Is Swished aubha to the mmft.tien..t forth by 8.Plates shallbe located en both faces of Mn,.and placed w their comer TP WVTCA In SCSI,copies of which WA be furnished upon request. Anes coindde with joint center fines. 9.Digits Indeere Wets In Indies. MITak USA Inc./Com uTrue Software 7,6.6(11)-E E 10.Dor beak connector r flats inn values see ESR-1311,ENR-1955(MITak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2'( 0) 80 2-6=(-147) 182 3-6=(-262) 212 BC: 2x4 ROOF #1013TR SPACED 24.0" O.C. 2-3=(-347) 125 WEBS: 2x4 KDDF STAND 3-4=(-327) 127 LOADING 4-5=1-159) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 23.7^ LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) O'- 0.0" -43/ 999V -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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacilhg. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f ,r MAX LL DEFL = -0.002" @ -1'- 0.0^ Allowed = 0.100^ S 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 HOAR. LL DEFL = -0.007" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 7'- 10.9" 4 Design conforms to main indforce-resisting system and components and cladding criteria. y Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12.00 [7 Truss designed for wind loads in the plane of the truss only. I M-3x5 1 0 3 Ailli\kk+.&. m o I 02 =.1111111111111.. 1.0 - O M-3x4 M-1.5x3 d OF t. 1 l y & I4-Ss@ GN � "1-0o 8-00 1-11-11 ` 9pr PROVIDE FULL BEARING;Jts:2,6,4 I - y r".(/ 89/82rE l JOB NAME : 7-D POLYGON 7-D NH - J5 �' " Scale: 0.3249 e' (p WARNINGS: GENERAL NOTES, unlessdhervdss noted CI OREGON IL' 1.Builder and erection contractor should be witched of all General Notes 1.This design h bawd onty upon the parameters shown and h for an individual ���OREGON z,N Truss: J5 end Warnings before construction commences. building component.Applbabeely of design parameters and proper " 2n 2.2a4 conpreselon web bracing nnld be Installed where thaw.. incorporation or component h ma roapontlbNly of me building designer. .a9 (JCA a= �' /' 3.Additional temporary bracing to insure stability during construction 2.De.tpn and SlIassumes me top andp.o bottom chords to be Weak/braced at 7 'l •Y '�J _I _ b tla rospansiNlly of tine erector.Additional permanent bracing of 7 o.c and N 1 O o.c respectively unless braced throughout their length by �} DATE: 8/10/2015 the overall.troupe 4 the rayoneleuay of the beading designer. 3 a Iia bridging or as acinplywg re aired sta. and/or drywaA(BC). A UL . �� er lateral bracing required when siawn�� SEQ. : K1345929 4.Noload should be applied to any component until after all bracing end 4.Installation cit,.issthe reobbilityf th rrespetive v.�ntactnn,eM. hsieners are complete and at no time should any pads greater than Design assumes to design loads be applied to any component. end are for"dry oondMon"of use. EXPIRES: c f'y e].a/I]/�.4�v TRANS I D: LINK s.Compurrvs has no control over and assumes no responsibility forme 8.Des tin assumes NA bearing at MI supports shovm.Shim or wedge if EXPIRES: 1 213 a/20 1 6 y. hbricalbn,handling,shipment end Installation of components. necossa sign ss 7.Detessha1beelatledon drainage hprovided. ..,an AUgUSI 10,2015 8.Tha design h NrnlNstl waled to me Ilmlt.tlons set fonh by S.Plates shag be loafed en born fops al Inns,and placed ss their anter TPIMTCA In BCSI,cocks of whkh oil be lumlabed upon request. Ines coincide with joint cedar Anes. S.Digits indicate min of plate in orches. MITek USA Inc./CampuTrue Software 7.6.6(1L)-E to.For basic connector pieta 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" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-141) 172 3-6=(-248) 209 BC: 2x9 KDDF #18BTR 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"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 = 92.0 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/ 969V -183/ 940H 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 INC 2012 AND INC 2012 NOT BEING MET. 11'- 11.7" -93/ 120V 0/ OH 1.50" 0.19 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-11-11 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. f f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 S MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL = 0.021" @ 2'- 0.7" Allowed= 0.343" MAX BC PANEL TL DEFL = -0.158" @ 4'- 1.5" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.009" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.009" @ 11'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. I O 1 Cu ~ CO O u, o I 1/ � cc9 1-00 8-00 y 3-11-11 y ��� �\AG N �"T cS'ib,_.... IPAOVIDE FULL BEARING;Jts:2,6,9,5 1Zet 7 4C` 89782PE r- JOB NAME : 7-D POLYGON 7-D NH - J6 i '' Scale: 0.2679 / WARNINGS: GENERAL NOTES, unleudMnIse noted ` .'� OREGON 1.Builder and erection conbador should M advised clap General Notes I.This design la based only upon the parameters shown and is for an individual ry-�,"' Truss: J6 and%aming.before anarudbn commences, building component.Appteab6ty of design parameters and proper J 2.2x4 compression web bredng must be Installed where shown e. Inarparellon of component Is the responsibility of the building designer. ,.,ark �} +� 944- 3.Additional l nporery bnap m Insure stability during anarud 0 2.Design assumes me top end bottom dards to M laterally braced at 7� " P y '�✓ < �' Is the responsibility of the erector.Additional permanent bracing of T o a and at 1G o e.respectively a.sty unties Crated throughout their langur by '�Y DATE: 8/10/2015 the ovensIawdare1eman abO continuoussheathingsuchaspywoodalr.dwg(TC)andrordryWa®(BC). `l. rjrtUL � I actors OY of the building designer. 0,2x Impact bridging or lateral bracing required whore crown«. SEQ.: K 13 4 5 9 3 0 4.No lead should be applied to any component until ager sip bracing and 4.Installation of sun la the responsibility of the respectNe contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes Musses are to be used Ina non-corrosive environment, TRANS ID: LINK design lead,be applied to any component. end are for"dry condition"orae.. 5.CompuTws has no control over and assumes no responsibility for the 6.Design assumes full beanrp et l supports crown.Shim or wedge If EXPIRES: 12/31/2016. necessary. fabrication.handling.shipment and Ieasllation of c ms. 7.Design assumes adequate drainage Is provided. August.t 10,2015 B.This design Is furnished wbJed to the limitations NIl tars,form by B.Plates snap be baled on both face.of tmw,and placed so their center TPOWTCA In SCSI,copies of which will be fumlahed upon request. Ones coincide with Ohl center line. 9.Digits Indicate size of plats In Inches. MITek USA,Ino./CgmpuTfue Software 7.6.6(1L)-E 10.For basic connector ppb design values sae ESR-7511.ESR-IBBB(MITak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-148) 176 3-6=(-253) 213 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=1-328) 247 WEBS: 2x9 ROOF STAND 3-9=1-308) 256 LOADING 9-5=( -89) 62 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 Pop BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF TOTAL LOAD = 42.0 PSE 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" -38/ 468V -167/ 902H 5.50" 0.75 ROOF ( 625) 7'- 9.5" -81/ 225V 0/ OH 5.50" 0.36 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -223/ 287V 0/ OH 1.50" 0.37 KDDF ( 625) 404&. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'7I--- 0.0" -64/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) Ii BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'OND. 2: D.v.:a r..a/1../.4 a.s.:. aa• ../11_•.. ...// //. sAga.,..h g. 11-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1' 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" MAX BC PANEL TL DEFL = -0.158" @ 4'- 1.5" Allowed = 0.472" MAX HORIE. 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, Truss designed for wind loads /1"/12 in the plane of the truss only. m O 1Noi'"M O U -' o O PROF4t. 461 4\ti, y y L y 5 �GINEE /0 1-00 8-00 3-00 4 R 9 (PROVIDE FULL BEARING;Jts:2,6,9,5 89782PE 82PE r- JOB NAME •. 7-D POLYGON 7-D NH - J7 �. . /cam\`=.,� Scale: 0.2991 WARNINGS: GENERAL NOTES, unlessetherv4se notedg✓ ^J 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters Moven end is for en individual ,/�,. 17 OREGON IP Itis. Truss: J7 and Warnings before construction commences, building component.Applicability of design perimeters and proper +fe /1/4/ 2.204 compression web bracing must be installed where shown 0. Incorponllon of component h me roeponsibIBy of the building designer. 4 j Y 5 3.Additional temporary bracing b Insure stability during construdbn 2 Design endIassumes Me top and bottom chords to las througendyhout braced et _ Ie the reeponsib ry of the erecter.Additional permanent bracing of z non at 1G o.c.respecti ely has braced Ihroughod tirok length by V DATE: 8/10/2015 me eo.re8 structure h mere siblity of the building designer. 3.20 impact bridging or !such b e plywoodrequired aN a.hoovm••rytwa(BC). �f�.'i t `i epon ger Ntenl braclnp PIA V w 4.No bad should be applied to any component until alter all brads@ and 4.Installation of bh 0ne truss s.responsibility of the respedNe ntrader. SEQ.: K 13 4 5 9 31 fasteners era complete and at no time should any loads greater men 5.Design assumes Inrwe are to be used In a nencomeeve environment, TRANS ID' LINK design loads be applied to any component. endwehr"dry condbenringate, ape wedge 5.CompuTrus has no control over and assumes no responsibility for 9N 8.Design auras Ni tree t el supports show.Shim or We If EXPIRES:. 12/31/2016. fabrication,handling,shipment and installation el components. 7.Design assumes adequate drokuge is prodded. AU9USt 10,2015 6.This design Is furnished subject to the hnlletione set forth by 8.Plates shagw be heeled on both feces of trues,end plead their center TPWRCA in SCSI,copies of*doh Mg be fumAhed upon requestlines coincide with Joint anter(hies. 9.Digits halals We of plate In inches. MITek USA,InniCompuTrus Software 7.6.6(1L)E to.For basic connector plate design values me EBR-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 #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-65) 115 6-5=( 0) 23 BC: 2x9 KDDF #l&BTR SPACED 24.0" O.C. 2-3=1-213) 0 5-7=(-84) 145 5-3=( 0) 71 WEBS: 2x9 KDDF STAND 3-4=( -23) 40 3-7=(-161) 93 LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD =- 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -29/ 380V -61/ 161H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -14B/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) 8'- 0.0" 0/ 116V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. L, .OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacilbq. BOTTOM CHORD CHECKED FOR 1OPSF 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" f ,( 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 [ 0 MAX HORIZ. LL DEFL = 0.011" @ 7'- 7.6" M-4x6 MAX HORIZ. TL DEFL= 0.014" @ 7'- 7.6" Design conforms to main windforce-resisting system and components and cladding criteria. AliWind: 140 mph, h=21.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, WI (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di x), 111111 cn load duration factor=1.6, o Truss designed for wind loads I in the plane of the truss only. Iepp 0 V w rn ` 0 1/11 l r M-1.5x3 N p o �� 1,46-3x4 0 M-3x4 M-3x5 l l y 2-09-04 5-02-12 l k k l 1-00 2-11 8-00 5-01 PROVIDE FULL BEARING;Jts:2,4,7 4 89782PE JOB NAME : 7-D POLYGON 7-D NH - J8 Scale: 0.5500 ".. .a -'/ WARNINGS: GENERAL NOTES,- unless othetolae noted !� C/ ):-'� 'ry Truss: J8 1.Builderand"radioncontractor should beadvised olanGeneral Notes 1.This design Is bated only upon the parameters shown and isfor anindividual 1' OREGON Q` end Warnings before condNdbn commences. building componentAppflabllfy of design parameters and proper ,�{ 2.Ivo compression web bracing muni be installed where Moven tI Incorporation of component Is IM reeponabltiy of me building designer. y �} �+ 3.Additional temporary bracing to Insure atebllpy during construction 2 Design assumes the top and bottom chords to be laterally brand at 7 �7 Y- "�:7 �,J '. is the responsibility of the erector.Additional permanent bracing of r o.c.and al 10'b.c.reepedNely unless lanced throughout their length by Y DATE: 8/10/2015 me overall an,dure is the responsibility r Ins hope a continuous sheathing such as plywood sheathing(TC)and/or drywaREIC). //�p + o ng signer. 3.4 Impel bridging or lateral brodng required nese Mown•. �ry IJ�.. � SEQ. : Ki 3 4 5 9 3 2 4.No load should be applied to any component until alter all bracing and 4.Inaalatbn etINe.l the responsibility of the respective ceMrador. fasteners are compete and at no time should any loads greater than B.Design assumes wens are to be used in e non-corrosive environment, TRANS ID: LINK design loads beeppdedtoany component. and are for"dry condition"ofuse. 5.CompuTnro Ms no antral over and assumes no neapene:blltiy for the 8.Design assumes MI bearing at el supports shown.Shin or wedge If "nary. EXPIRES: 123112016 la1.chars.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. August 1 0,2015 8,This design Is hnnished subject to the pmitetions set forth by 8.Plates shall be bated on both faces of truss,and placed an their center TPUWICA in SCSI,copies of which MN be twined upon request. lines coincide with Joint center Nees. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)E to.Four bank connector pts Indicate sin al ate deste in ign cal sign nines sae ESR•1311,ESR-1 B88(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 016BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-122) 184 6-5=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-284) 43 5-7=(-157) 234 5-3=( 0) 71 WEBS: 2x4 ROOF STAND 3-4=( -87) 73 3-7=(-259) 174 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 PIF 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" -26/ 435V -90/ 224H 5.50" 0.70 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -136/ 125V 0/ OH 1.50" 0.20 KDDF ( 625) 8'- 0.0" -13/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ... . . .. _ . ' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-11 AND BOTTOM CHORQ LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 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" i( - MAX TL CREEP DEFL= 0.000" @ 0'- 0.0" Allowed= 0.105" MAX HORIZ. LL DEFL= -0.019" @ 7'- 7.6" MAX HORIZ. TL DEFL = 0.022" @ 7'- 7.6" 12 Design conforms to main windforce-resisting 12.00 [27 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=1.6, 1O Truss designed for wind loads M-4x6 1 in the plane of the truss only. alo , .411N III ro of 1 �� o M-1.5x3 Mb3x4 0 o M-3x4 M-3x5 1 1 1 2-09-04 5-02-12 cD PR o1 J' 1 1 1 S`r r0. 1-00 , 2-11 5-01 ) ' GINE�r 8-00 'PROVIDE FULL BEARING;Jts:2,4,7 I Ct. p '7 8IyP E JOB NAME: 7-D POLYGON 7-D NH - J9 2f r._ Scale: 0.4378 C. WARNINGS: GENERAL NOTES, unless otherv0se noted. . , OREG01\1 ' �` 1.Builder and erection centrsctor should be advised of all General Notes 1.This design Is based only upon aro parameters shiers end Is for en Indhedual RY V Truss: J9 and Warnings before construction commends. building component.Applicability of design parennete,.and proper 2.204 compression web bnchg must be Instal/ed where shown 5. Incorporation of component N the napenelbMly of me building designer. J mporery bndng to Insure stability during construction 2 Design red.0 ID the tap and bottoe9om drams to be laterally braced at J�' +tt 3.Atldlhnel N 2 pc.end et 1P e:d.respeclNsly unless braced throughout Silk length by 'A U L. lik� N the reaponalamy of the erector.Additional permanent bracing of continuous sheammg such as*mod sheeddng(TC)and/or dryxan(BC). DATE: 8/10/2015 the overed structure N the regronelblly of the building designer. 3.b Imped bridging or Sterol bredng required where Mown•• No Ned should be applied to any component until after all bracing end 4.'natation e of truss the reepodibl8ee y of the respect/e ntredor SEQ.: K1345933 4.fasteners ere complete and atnotime should any loads greater than 5.Dedgnassume.gum.are tobeused in.non-corrosive environment, EXPIRES: 12/31/2016 assign hese be h am dmpeneni, and are er•my condition"of use. TRANS I D: LINK 11.Design aseumso NA bearing at all supports shown. orwe Shim If 5.CampuTrue has nocomrolover and e.eumesnoreepnnsiblNlyfor the ned...y. August 10,2015 fabrication,handling.ehlpment end Installation of components. 7.Design..aurae adequate dnlnege N provided. 8.This design N furnished cabled to the Iknhalbns set forth by B.Plates shed be hpslad en both fade of truss,and placed so their center TP WrfCA In BCS',copies of which MA be furnished upon request. lines coincide with lamt anter lines. 9.Dipifa Indicate sire of plate N Inches. MITek USA Inc./CompuTrus Software 7.6.60 L)-E 10.For beak 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 ROOF f16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-216) 270 6-5=( 0) 23 BC: 2x9 KDDF k16BTR SPACED 24.0" O.C. 2-3=(-354) 75 5-7=(-277) 344 5-3=( 0) 71 WEBS: 2x9 KDDF STAND 3-9=(-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 BRG REQUIRED BAG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -44/ 476V -121/ 292H 5.50" 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 7.6" -51/ 201V 0/ OH 5.50" 0.32 KDDF ( 625) 7'- 11.7" -120/ 162V 0/ OH 1.50" 0.26 HOOF ( 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/290, 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" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed= 0.133" f 1' MAX LL DEFL= 0.020" @ 2'- 9.2" Allowed = 0.354" -0' MAX TL CREEP DEFL= -0.023" @ 2'- 9.2" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.031" @ 7'- 7.6" 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=1.6, 12.00 V Truss designed for wind loads • in the plane of the truss only. up 0 I ch 0 I M-4x6 r 40 .„.._ A IimiMo d� 7.z. -I v, 19.. 11111.111GE N M-1.5x3 of M63x4 c M-3x4 M-3x5 y 2-09-04 1 5-02-12 y 4,,C(.. 61.0 PR OP , r l ), �yGINE� kVP 1-00 y 2-11 5-01 t y � 'S' :. , 8-00 6ROVTDF FULL RFARTWG•.Ttn•2 7 4 I ,,,_444 " 89782PE �r" JOB NAME: 7-D POLYGON 7-D NH - J10 (/���! 7a /G Scale: 0.3561 ' G+' (� 40 WARNINGS: GENERAL NOTES, unites otherwise noted: J'� -7+O��G'o. '0 �}. Truss: J 10 1.Wader and erection contractor should be advised of el General Notes 1.This designbased only upon the parameters shown and la for an Individual ,Y P fVq/�Y � j ` • and Warnings before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be mstalbd where show.. kcorporatlen of component is the rosponsibMMy of me building designer. Q� S.Additional teenerery bracing to Insure stabNy during construction 2 Design assumes the re and respectively chorda to be rrerg)rlaterali the: at PA T s� 'stile res renelbWly of Me erector.AdtlXbne:permanent bracing of a pace and al I g c.c.respectively unless braced throughout their length by UL r1 DATE: 8/10/2015 the overall Winstone is the r.eponrblty of the building designs, 74 Impact rM:og sr even as plywood re airedsheatare s and/or drywegec). 4.I.Impact bridging sr We re pe alb required where mwwn.. SEQ. : Ki3 4 5 9 3 4 4.No foes should be.ppl.d to am component unnl.nar.n br.a�and 4.Installation olm;ss:.Ihe responsibility of the r..p.eNe contractor. EXPIRES: I��^+ .1I rut re�.1/ry�t.4 L� fasteners ere complete and at no time should any bads greater than S.Design assume@ Ina...are to be used m a nen-corroeNe environment, EXR tR ES.. 1 G7 s7//LlJ t eJ. TRANS ID: LINK demgnloads bapplied toany cer.ndcomponent. and ere for'dry oondXkn•ofuse. E CompuTrus Ms no control over and legumes no responsibility for me 8.Design assumes NA barring et al support.shown.Shim or wedge if August 10,2015 f.brketbn,handling.shipment and Installation of components. ne sign 8.MN design le mmished subject b the Iieletions eel forth7.Design assumes b elo a:ed one atfaces drainage Ie provided. )s byr 8.Pietas coincide a lowed on both faros of buss,and placed so troh cellar TPIMTCA In SCSI,poples of Mich will be furnished upon request. Ansa eoindtle cath joint center Ilnea 9.DINM Indkete sloe of piste In Indus. MITek USA,Inc./Compulruus Software 7.6.6(1L)-E 10.For bask connector plate design values see ES12-1311.ESR-Ieee(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 80 2-7=(-208) 270 7-6=) 0) 23 BC: 2x4 KDDF 8l8BTR 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"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 6.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -49/ 473V -126/ 3229 5.50" 0.76 KDDF ( 625) 7'- 7.6" -52/ 200V 0/ OH 5.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -172/ 213V 0/ OH 1.50" 0.27 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-06-08 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" fMAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 MAX LL 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" Design conforms to main windforce-resisting [77 system and components and cladding criteria. Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=1.6,oTruss designed for wind loads I in the plane of the truss only. co r,.1 .oilt o o J• y 1 2-09-04 5-02-12 yl-00 2-11 y s-o7-08 y ,4E4 PR.UF'FS' y 8-00 0-06 08 C NGINE�r19 �ip�9' 'PROVIDE FULL BEARING:Jts:2,8,4 I 4E" 8 782PE r' JOB NAME : 7-D POLYGON 7-D NH - J11 //'�/// _....7. ".� Scale: 0.3096 �" '^'� WARNINGS: GENERAL NOTES, unlessnthervdw noted V (y[3 T/'y(�� _J 1.Binder and erection contractor should be advised of al General Notes 1.This design b based only upon the parameters Mown and h for an individual 1.-OR. l�„7OI V nR �. Truss: J11 and Warnings before no eirudbo commences. building component.Applicability of design parameters and proper I(r`/f� V 2.2r4 amproason web bradng mud be installed where shown 4. incorporation of component lathe responsibility of me building designer. q f>`,, J.Additional temporary bracing to Insure sisbllNy dump construction 2.Design assumes me by and bottom chords to be laterally braced et A?. �l�! -4 k Uro responsibility f the erector.Additionalpermanent brae f 2'o.e.and d 10 cote.respectively unless breada throughout their length by •h` �V Ry o bracing a continuous sheathing such as plywood n g(TC)and/or drywal(BC). PAUL l '' DATE: 8/10/2015 the meal drtwmre Is the responsibility MBN building designer. 3.24 ImWd bridging or lateral bndng required where drown+i r"1 1... 4.No bad should be applied b any component until after ale bracing end 4.Mstalatlon of truss is the reeponeblity of the respective contractor. SEQ.: K 13 4 5 9 3 5 fasteners aro complete and at no time should any loads greater than 5.Design assures trusses are to be used kr a non.eorrosNe evkonment, design bads be applied t0 any component. end are ten dry condition.'of use. TRANS I D: LINK 5.CempuTrus has no control over and assumes no responsibility for the 8.Design aewmes NI bearing et sl supports shown.Shim or wedge If EXPIRES. 12/31/2016 sor, fabrication,handling,ehlpmsm andtion of components. T.Design aasumeu adequate drainage is prodded. August 1 0,2015 B.This design b furnished*tided to mea NaNatalbns set forth by 8.Plates anal be bated on beth faces of trues,and plead a their anter TPEWTCA In BCS'.copies of which will be furnished upon request las coincide w4th Mint anter lines. 9.Digits lndkete sin uf plate In Noires. MITek USA,I nc./CompuTrus Software 7.6.6(1L)-E 10.Fs,Melo connector plate dadgn values we ESR.t311.ESR-7908(Wok) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 80 2-4=(0) 0 BC: 2x9 KDDF 111&BTR SPACED 29.0" 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 IL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 302V -32/ 9918 5.50" 0.48 KDDF ( 625) 1'- 9.2" -34/ 29V 0/ OH 5.50" 0.05 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -34/ 96V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciing. REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LI4E LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NCN-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 ,r ,r MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 Design conforms to main windforce-resisting 12.00 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (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. 0 1110 m �- 0 N 0 4 M-3x4 1 l l 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 � tiD PROpex, � GINE -t.9 444 89782PE JOB NAME : 7-D POLYGON 7-D NH - SJ1 -� Scale: 0.6555 / C� '•- _ WARNINGS: GENERAL NOTES, unlessotherAw Sulkier .,' --- Truss: S J I 1.Buer end erection contractor shoed be sauteed of al General Nokia 1.This design is based only upon the parameters shorn and is for an individual ] OREGON ``' and Wamings before construction commences building component.Apploabeity of design parameters and proper / f5 2.204 comprosson web bracing must be Installed Called where shown♦. Incorporation of component Is the rospondblly of the bafdi 5 designer. oe9 (%I p y. V . 3.Additional temporary bracing to Insure debility during construction 2 Design aaaumas thu lop and bottom.e.ler h be laterally braced s 7 �7 is the responsibility of the erector.Additional permeant bracing of T o.c.end el ee o.c.rsp.cnvply unless braced throughout then length by `4 DATE: 8/10/2015 the overall sticture Is the reyansibiny of the building designer. 73 Impact ri ging or seen as acing re airedsheatwhere shown andfer dryweA(BC). .,} t't . \ g 3.In tmped bodging or th lateral bhang required where n a �/{+. SEQ.: K1395936 4.Nobadshrecleslapplied to1any component until after greater 4.Deblahnumes.hshesareobleis of espedhs eenviren _ fasteners are complete no time should any loess eroalar then 5.Dealers assumes bosses are to be used m.non-comw..nwmnm.m, designloads be applied to any m. end are hr"dry condition"of use. TRANS ID: LINK pp v�emp.na 12/31/2016 f{ffjjA ry {��s 6.Compurrw hes no control over and assumes no responsibility for the 8. Design eeeume.NA be drg al ail support.shown.Shim or wedge If EXPIRES: 1 2/3 1/20 1 6. hbdcatIon,hendlhp,shipment end installation of components. 7.Desgn assumes adequate drainage is provided. August 1 0,2015 6.ThIs design is furnished subject to the limitations set forth by H.Plates ahai be located on both hoes of truss,end paced so their center TPI,WICA In SCSI,copes of which WI W Nmished upon request. lee coincide with fohr center lines. N. sin of Inches. nc MITek USA,Inc./CompuTrus Software 7.6.6(1LE For basconctorp6:0dNwit velN se Na ESR-7377,ESR-1938(ABTak) 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: 204 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 204 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-109) 94 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12^OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PEE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD p 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -31/ 322V -61/ 161H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -17/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -85/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL s,Q8D. 2: Design checked for net(-5 psf) uplift at 24 ^oc s aci g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL a -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -/ MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12.00 0 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ti 0 c 1 y cat 0 M-3x9 1 y y 1' ,1 1-00 2-00 1-11-11 PROVIDE FULL BEARING;Jts:2,4,3 I i) r R OF 'fi 89782PE 1/47 �r JOB NAME : 7-D POLYGON 7-D NH - SJ2 /-r. 1 Scale: 0.6043 cA/ ..�'✓i /" r..`_-._........_., WARNINGS: GENERAL NOTES, unless otherwise noted E,sw OREGON �(0 1.Builder and erection contractor Mould be aOOMd of a1 General Notes 1.This design b Mead only upon the parameters Mown end h for an IndMduaI -V OREGON h �.. Truss: S J2 and Warnings before condrudkm commences. building component ApplicablWy of design parameters and proper /" , *C.J 2.2x4 compre Won web bradng mud be Installed where shown 0. Incorporation of component hint roepomlblly of the buiding designer. AR '(S 3.Additional temporary bracing to insure debility dump construction Z Design assumes 10 Ihs tap and bottom darts to be laterally bread at _4 Is the ro ndbllty o!me erector.Additional permeMM bracing of o c.c.and al 10 0.0.roepeca.ly Mese braced throughout their length by V apo coMleous sheathing such as plywood ehmthIt(TC)end/or drywaN8C) PA UL � DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where dawn 0+ SEQ.: K 13 4 5 9 3 7 4.No load should be applied to any component until after all bradng and 4.Mdaalati neomf 00(1.Ms.apeene to rohliiy used In.respective n�a o nnant n. fasteners are complete end at no time should any roads greater menDesign dealgn pads be applied to any component. and areb'dryedndlbn"of use. TRANS ID: LINK �v hen6.Design w fur bearing st al supports dawn.Shim or if EXPIRES: 1`1311201 R7 6.DompuTrus s no control over and assumes no sponsiblfty for the sa,y. fabrkatlon,handling,shipment end installation of camponenta. 7.Design assumes adequate drainage Is prodded. August 10,2015 6.Thio design b stied to the limitations eaM fame t forth by 6.Plates shall located on both/as of Wes,and pieced so theft center TPWOTCA in BC51.copies of which 041 M fumlehed upon request. Anes coincide 048,)01,1 canter lines. 8.Digits Indicate sm of plate In Irahes. MITek USA,Inc./CompuTrcs Software 7.6.6(1L)-E to.For bade connector plate design velum sue ESR-1311.156.1886(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7".. IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-167) 136 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 308V -90/ 2290 5.50" 0.49 000F ( 625) 1'- 9.2" -90/ 171V 0/ OH 5.50" 0.27 KDDF ( 625) LL = 25 PIF 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 [C REQUIREMENTSOF IBC 2012 AND INC 2012 NOT BEING MET. FOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci[tg. 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" 3 MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" (7 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 7 (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. .-1 I o kio r) 0 I N O I �� q�� O 1 M-3x4 y 1-00 y 2-00 y 3-11-11 y , ) PR open h [PROVIDE FULL BEARING;Sts:2,4,3 I 8i „N �1CxiNE fp 4- 89782PE �t-- JOB NAME : 7-D POLYGON 7-D NH - SJ3 / r//..\ �/ J� Scale: 0.4703 6 f. // WARNINGS: GENERAL NOTES, unless otherwise noted / Con Truss: S J3 1.Guider and.radion contractor should be edvlsed of el General Notes 1.This design is bawd only upon the perimeters shown end N for en Individual in OREGON T' and warnings before construction commences. building component AppllwMllly of design parameters and proper / 6yQ 2.gs4 compression web bracing mud be installed where shaven+ incorporation of cemponeM la the roeponsibAgy of the bulking designer. �(//T V 3.Additional temporary bracing to Insure stability during rmndructbn 2 Design assumes the top and bottom dards to be laterally braced etltiV'"1 lathe rospontlNAty of the arodor.Additional pamanant bracing of 7 o.c.and a1/0 o.c.rsaped5ely unless braced throughout their length by DATE: 8/10/2015 the overall structure la the rsepondbAofthe budding designer. continuous sheathing each ss plywood aheslhlnp(TC)and/or drywaA(BC). 4- pA UL +t ,N1 gY ^g g 3.2t Wiped bridging or lateral bracing required where shown+a rl 1u7 L SEQ.: K 13 4 5 9 3 8 4.No load,area be applied m any component until after ell er.dng and 4.Installation°!buss Is the responsibility of the respectNe connector. fasteners are complete and at no time should any loads greeter than 5.Design assumes Kisses are to be used In a non-corrosive environment, design loads bed applied to an nt end ere for"dry condition"of use. TRANS ID: LINK oro y°°mp°^° S.Dedgnassumes flbeeri gatelsuppoMshown.5himorwedgeif EXPIRES: 12/31/ 016 G compuTmassume.s has no control over end ue.no responsibility forme e�0, fabrication,handling shipment end ksielleSon of components. 7.oesgnassume,adequate drainage lc prodded. August 10,2015 5.Thio design le furnished witted to the hmlletlons set fort by 8.Plates shag be heated on beth farms of buss,and placed so their center TPbWI CA In BCS[,rmples of which will be furnished upon request. Anes°oddde with joie center lines 9.Diggs Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For beak connectorto pla de sign values see E5R•137 i,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 #1ABTR LOAD DURATION INCREASE = 1.15 1-2=(-109) 95 1-3=(0) 0 BC: 2x4 KDDF #15BTR 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 POP 0'- 0.0" -27/ 128V -53/ 114H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PIP 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 PIP Ground Snow (PD) 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 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 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, '� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. I 0 oC m 0 o I o I 1W 3 0 M-3x4 ) ) 1 2-00 1-11-11 (('�� [ 'PROVIDE FULL BEARING;Jts:1,3,2 ' �C �,1! PROF O(" ^ �ccti•\\`�`��I NE 'S'� fp*y `t' 8 782PE r° JOB NAME : 7-D POLYGON 7-D NH - SJ4 -:-.7 Scale: 0.5842 's'i WARNINGS: GENERAL NOTES Ness othsrwhe noted: t G.,+�'y � N.1.Bulder and erection contractor should be advised of a1 General Notes 1.This design bawd only upon the parameter.shown and b for an Indlvldal ,F OREGON Truss: SJ4 and WarNpsbefore coatiuctioncommences. buildingcomponent.Applkabiillyofdesgnpmmetersendproper /z/ wt9 .,":3 - incorporation 2x4 compression web bracing must be moaned where shown«. mnarponaon or component is the responsibility of the building designer. •+4 xiFi.y 1 3.Addltbnal temporary bracing to Insure staNIN during construction 2.Design assumes the top and bottom chords to De laterally braced et Is the responsibility of are erector.Additional M brae r Z c.c and at 19 q.e.respectively unless bread throughout Met length byCt DATE: 8/10/2015 the overall amore is the reeponelblay or the uildl de a 2AImpatcontinuousheathingginor Wchlbplywood cing reah.athbere cants dryrwl(Sc). PAf'iL. s MAIN signer. 3.ax Imp..bridging a Waal bracing requk.a where shows«« t! S E 3 4 5 9 3 9 4.No bad should be applied to amy component until after all bracing and 4.Inetawe. tian of the responsibility of the respective contractor. _ 4 K 1owners are complete and at no time shauld any bads greater man 5.Design assumes true..s are to be used In.non-onoelve environment, TRANS ID: LINK d.signloads beapplied toany component. ft Design ere ror aycondition"be nIass.supports shown. a 5.Compl,u.has no control over and seeumas no responsibility for the ale n��Wmes Sa DDo dila EXPIRES: 12/31/2016 fabrication,handling.shipment and m.tanatlen of components. 7.Design swum.*adequate drainage is provided. August 10,2015 4.This design le mmished subject to the limitations set form by B.Plates anal be Ionano Ionated on both Laces or truss,and placed their center TPIMRCA In SCSI,copies of which vAn be Nmushed upon request. Ines coincide with(obs anter gas. B.Digits indicate ala.of ptte In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E W.For bank connector plete design values we EBR-1311,ESR-hilae(Mask) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #13BTR LOAD DURATION INCREASE = 1.15 1-2=(-167) 136 1.3=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF - LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -19/ 141V -82/ 17711 5.50" 0.23 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -130/ 199V 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) 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 BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.059" 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 -/ system and components and cladding criteria. Wind: 190 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ° (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, d or ind 12.00 Truss intheplaneeoffthe wloads truss only. I 0 I 0 N FIA- I 1�W 3► 0 M-3x4 619 y 2-00 (PROVIDE FULL BEA ZNG)Jt 1 1,3,2 I y J NGI E 89782 PE <' JOB NAME : 7-D POLYGON 7-D NH - SJ5 .� i --2 Scale: 0.4431 �j" "•'.'"! ✓� WARNINGS: GENERAL NOTES, unitise oth.rwdee noted. 6/' OREGON ,/+�(��M1 �"J 1.Builder end erection antrador should be advised of all General Notes 1.TN*design h based only upon the parameters shown end Is for an Individual '? REGO N A Truss: SJ5 and Wambge before cemUudlon commences. building component.Applicability of design parameters and proper I y S) �.y 2.2e4 cemereeelon web bracing mar be installed where shown 5. Incorpomien m component Is the responsibility of the building designer. +Cf ,tl Cy Y .�Kj (;`C 3.Additional temporary braeing to insure stablllry during construction 2 Design assumes the top and bottom chorda to be laterally braced et rl �V y Is the responrbNty of the erector.AddRbnel permanent bracing of 7 n Ad and at eaat5 hingrsucch as epywood Nes t ling/7C)throughout dryywsi 3G). PA ) '+1 ' DATE: 8/10/2015 the overall stmcture Is the reeponrbillty Mews building designer. 3.2c Impact bridging or lateral bradng required where crown.v �+a'". SEQ.: K1345940 4.No toed s/mOld be applied to eny oenrponent un/i)ens,c/I berIng end 4.kD.Ntelet.nnooftftet�I.wth. .areponsibbe ualryydoft.er.sp.rmiecets*contractor. environment, fasteners are complete and at no time should any bads greater than g TRANS ID: LINK design loads be applied to any component. 8.Design and .sumr defull ce condition" supports Mown.Shim or wedge if 5.Comps-Bus hes no control OM and assumes no responsibility for theEXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Degn assumes adequate drainage Is provided. August 10,2015 8.This desSn is furnished subject to the Imitations set forth by 8.Metes Nall be baled on both faces of truss,end placed so their center TPSW1CA In SCSI,copies of which wN be furnished upon request. Ines coincide with Jolt center lines. a.Digits Indicate sin of plate In krNes. MITek USA,Ino./CompuTrus Software 7.6,6(1L)-E II.For bade connector plate design value.see ESR-1311,EER-IHSS(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1:15 1-2=( 0) 36 2-5=(-36) 48 3-5=(-186) 142 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-77) 64 WEBS: 2x4 KDDF STAND 3-9=(-10) 4 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 POE BEARING MAX VERT MAX BORE BRG REQUIRED BEG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: - 12.0" 0.0" 0'- 0.0" -72/ 382V -23/ 7411 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 (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND DEC 2012 NOT BEING MET. ICOND. 2: lesion checked for roe[(-5 Oaf) uplift at 24 "oc spacilhg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.051" @ 2'- 10.6" Allowed = 0.309" MAX TC PANEL TL DEFL = -0.064" @ 2'- 10.6" Allowed = 0.463" 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=l.6, M-1.5x3 Truss designed for wind loads 4 ,, in the plane of the truss only. 3 I< en 0 r, 0 1 N O M-3x4 M-1.5x3 l l 1 5-04-04 0-05-12 y y y 1-00 5-10 "\cR i) PROpes� 1yGINEks f0 44'X" 8 782PE <' JOB NAME : 7-D POLYGON 7-D NH - Zl 'T Scale: 0.5855 ,- ,.... WARNINGS: OThis deign a NOTES, unlesson hemMmead S OREGON 1.Builder and erection contractor MaNtl be advised of al Genial Notes 1.This design h based 0*upon the parameters shown and h for an Individual (�-. Truss: Z1 end Warnings before oonsbudlon commences. building component.Applkabify of design parameters and proper y 4.4x4 compression web Gracing moat M imaged vdhen shown�. Incorporation of component N the responNWny of the building designer. �+ {y�yh+ 3.Addtlonal temporary bracing to insure stability during construction 2.Design assumes the by end bottom chords to be latently braced at ."T� �� Y '�J V ' k IM rosponNbilly of IM grader.Additional permanent bracing of 7 n.c.and et f 0 0.0.nspedNely unities braced throughout their length by �j DATE: 8/10/2015 the overall structure Is the reeponN of ball designer. continuous Mging or ever as acing relywood sheathing(TC)where shown and/or dryv eA(BC). "e �,^'i L �i o M 4.In trnpai 6Mwgbg s thtere bracing roq fthe resile •contractor.• �^'1 u SEQ. K1345941 4.NoloadNareecd beleelanloane mpuseeralleracingand 5. as ofteueIslesereonbofeMnapedNseviron fasteners are complete and at no ems should any loads greater man 5.Design assumes trusses en to be used In•non-corrosive environment, designbade be d to any nt, and an for"dry nndebn"oluu. TRANS ID: LINK no ycompone 8.Design assumes Nlbearing atalsupports shown.Shim ornadgo8 EXPIRES: 12131/2416 5.CompuTna Ms no control over and assumes no responsibWey br the usry fabrication,handling,shipment and Intlatbtion of components. 7.Design assumes adequate drainage is provided. August 1 0,2015 8.Thb su is design furnished bied to the limitations set forth by B.Pietas shat be boated on both fans Mans,end placed u Ihek center TPLWICA in SCSI,copies of which will be famished upon request. Ana coincide with goal nntar lines, MITek USA,Ina/CompuTrus Software 7.6.6(1L)-E 70 FortDigits scicocon sizeMae desincign vat sign velwe eu ESR-1311,ESR-10913(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/Cpl=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 36 2-5=(-36) 48 3-5=(-184) 137 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-73) 61 WEBS: 2x9 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"0C. SON. LI.) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSI' LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -75/ 383V -23/ 72H 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 !COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spaciIng. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, 11=1,/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 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, -/ (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. MR 0 rn 0 u, 11 rn o M-3x9 M-1.5x3 1-00 5-10 ,,;(\0) PR OFks wc:.> � Ca1NE '��0 cts 89782PE r' JOB NAME : 7-D POLYGON 7-D NH - Z2 � 7 ;:l7Scale: 0.7105 i -/ WARNINGS: GENERAL NOTES, unless otherwise noted (y(� ]^x�'y 1.Balder end erection cantradar should be advised cleft General Notes 1.This design Is based only upon the parameters shown and Is for en individual �x-OREGON O r�. Truss: Z2 end Wamings before cantinwlbn aammanoes. bulk:ng component.Appllwbftty of design paremelen and proper I '/ 2.7x4 compression web bracing moat be installed where shorn w. incorporation of component M the rosponsibllly of the bdMmg aasipner. 'VAN '4 n � 3.Addgbnel temporary bracing to insure stability during comnucllen 2.Design assumes the top and bottom chords to be laterally braced at -e zl -\ is me reponsibAty of the erector.Additional permanent bracing of continuous aehecthing aunt,as respectively sheathing(TC)and/or tl Irywel BC)).. V DATE: 8/10/2015 the overall Aructure is the responsibility of the budding designer. 3.2x Impact bridging or Wend bracing required where shown e• �A U�'" SEQ.: K1345942 4.Na load should be applied to any component until after all bndng and 44..Deellnteaae Oboes is responsibility sposibft lstyyO lneml�rlhanosive contractor. fasteners ere complete enact no time should any roads greater than g TRANS ID: LINK design loads be applied to any component. 8 Dsienasuma an bevkg at al supports shown.shin or wedge if y�/pp [[��c�v .1 tr�� )r'� {�cv 5.CompuTrus has no control over and assumes no responsibility forme Design assumes a.l EXPIRES: 12/31/20 16 fsbncation,handling.shipment and lneellatlon of components. 7.Design assumes adequate drainage is prodded. August 10,2015 8.This design Is furnished subject In the limitations set forth by 8.Plates shad be located on both faces of tone,and pieced ea their center TPFW1CA 6505,copies of which all be furnished upon request. Ines coincide with Joint center lines. g.Digits indicate size of pled in Inches. MITek USA,ince/CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ENR-1311,ESR-1586(MITA) 1 Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 13/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 (Drawings not to scale) offsets are indicated. I I Damage or Personal Injury MiffDimensions are in ft-in-sixteenths. im Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. O-1/16" 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves Ia.! may require bracing,or alternative Tor I a . pbracing should be considered. O�_� O l a 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. For 4 x 2 orientation,locate ~ c7 8 c.-7 c5-6 4. desigProvner,erectione copies of tsu truss design pro to the building g p property rty owner and plates 0-14P from outside BOTTOM CHORDS all other Interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate 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. sofiware 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 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 SYP represents values as published specified. by text in the bracingsection of the by AWC in the 200pro012 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, BEARING or less,if no ceiling is Installed,unless otherwise noted. t..^--- 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint ® 17.Install and load verticallyunless Indicated otherwise. number where bearings occur. -- Min size shown is for crushing only. 18.use ofteen or treated lumber may le environmental,health or performancecerisks.sConsuse lt withit project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design lfront,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture In accordance with Guide to Good Practice for Handling, ee ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Shee.:MII-7473 rev.01/29/2013