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Plans (79) ,4 r7 - . imam Nil1 ? Zicl gw 72-ee,, MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-264 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber& Truss Co.. Pages or sheets covered by this seal: R45124648 thru R45124656 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �, EDPRo s C'r • 0GINEF� /0 89782PE OREGON '•& PAUL C`,' • --' a 1�w August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type e Qty Ply POLYGON R45124648 PL15-264_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Aug 07 13:53:53 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1vAVLj56CBygBiS l 1-0-0 1 l-51 1 1-2-0 1 F -1 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 .1_. Age.6111,10410111 111 .,, Ipli/.1\117.: 7 ,L.illENIFEW.4\L : Z LW' Nri i‘l 0 9 . e • 9 2 23 22 21 20 19 18 17 3x5= 3x5= 1.5x3 II 3x5= 3x5= 3x5= I 7-0-14 17-7-14 18-2-14 1 14-4-4 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y1— [8:0-1-8.Edge).[19:0-1-8.Edgel LOADING(psf) SPACING- 1-7-3 CS!. DEFL. in (loc) 1/deft 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 Incr NO WB 0.39 HOrz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012ITPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1671/0,3-4=-1671/0,4-5=-2270/0,5-6-2270/0,6-7=-2493/0,7-8=2493/0,8-9=-2423/0,9-10=-2423/0, 10-11=-1991/0,11-12=-1991/0,12-13=-1193/0,13-14=1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=-1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=-904/0,14-17=0/766, 12-17=-620/0,12-18=0/498,10-18=-384/0,10-19=-1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). v‘ D PROFF LOAD CASE(S) Standard <C cr 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �., �tJCai NEFR /Q2 Uniform Loads(plf) $g' $2PE Vert: Loads(lb8,1-15=-80 Concentrated Loads(Ib) Vert:2=-674(F) / -.‘..P' - - aim v OREGON oN. 'L,�9{l4 Fry i 5 �4QQ k PAUL R� EXPIRES:12131/231& August 7,2015 e t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. ar Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. , Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cknra Hei1htc,CA 9Ffi1O Job Truss Truss Type Qty Ply POLYGON R45124649 PL15-264 UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:54 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-XbOZzFYuCATEPMi39xj11 QOZ6MZomLdfZNgfkdygBiR 1 0-10-12 1 1 1-2-0 1 1 0-10-8 I I 2-6-0 I Scale:1/2"=1' 1.5x3 I I 3x4= 1.553 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3454= 4 5 6 7 8 e • 1 eo • i — _ o \ No e o \ D O D ♦ O 1,4181° 13 12 11 10 9 354= 1.5x3 I1 1.5x3 I I 456= 3x6= 3x4= I 1-1-12 11-8-12 12-3-12 1 13-B-4 1-1-12 0-7-0 0-7-0 11-4-8 Plate Offsets(X.Y1— [2:0-1-8.Edge].[3:0-1-8.Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in floc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-1502/0,45=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. GSE).PROFFS cl N �NEF� s/0 2 Q 8°782PE ". to 9 OREGON "- PAUL Ck• 'EXPIRES: 12/31/2016 August 7,2015 • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Aill A Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M-Tek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 CBrnc Heights,PA q/fi1n 1, Job Truss Truss Type Qty Ply POLYGON R45124650 PL15-264_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJVgB-?nyxAbZWYUc51 WHGifEXZdwpLm?ZVgaool aDG3yqBiQ 2-0-0 I R W I 1-2-0 I 10-8-14 Scale=1:22.8 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 3x4= 6 7 8 e IA -11111. 111111111111111141111111111111111111111111111111111111111 N . 14 13 12 11 10 3x4= 3x6=1.5x3 I I 1.5x3 II 3x6= 3x4= 5-10-216-5-2 1 7-0-2 13-1-8 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X,Y)— 14:0-1-8,Edael.(5:0-1-8.Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Ina- YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012ITP12007 (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. cCec . P R.()Fe �5� N I NEER si0* Q 89782PE c' •• .Ili y OREGON EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIr-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSUTPI1 Quality Criteria,DSB-89 and SCSI Buflding Component 7777 Greenback Lane Safety Intormation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Hri3hts CA Q561n Job Truss Truss Type Qty Ply POLYGON PL15-264 UPPER F04 Floor 2 1 R45124651 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJ0xZ8jokyffsSGMIm6rT v9ITEGtylhJmpVygoiP I 2-6-0 I I 1-8-6 II 1-2-0 110-8-14 1 Scale=1:25.0 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 53x4= 6 7 8 o Id — O o 0 0 • _\— — N O O O /. ' 1'& 13 12 11 10 Fr. 3x4= 3x6= 1.5x3 I I 1.5x3 I I 3x6= 3x4= 7-0-14 17-7-1418-2-14 1 14.44 1 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(XVI— [4:0-1-8.Edgej.[5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2010/0,3-4=-2010/0,4-5=2110/0,5-6=-1999/0,6-7=1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=-317/104,7-9=-1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. •\(.(•i1/4...D \c(1 D PR°F6 $782PE 2`. i ! • • 9 OREGON J's 2igq�4F`• 16,,Z1(<,. NI EXPIRES: 1231/2016 August 7,2015 4 4 WARNING-Verily design gn parame[ers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.02/16/2015 BEFORE USE. 'a"� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/11I1 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Infomralion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 [,itnrs Heights CA esels Job Truss Truss Type Qty Ply POLYGON R45124652 PL15-264_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZBjokyffsSGMIm6rT 19JyEJXylhJmpVygBiP I 2-0-10 1 1 1-2-0 1 1 0-8-14 1 I 2-6A I Scale=1:18.0 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 0 N / \ o B e (�e 1'q�/ 10 9 5 � 1.5x3 II 1.5x3 II 3x6= 3 3x4= x4= I 2-3-10 2-10-10I 3-5-10 I 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— f2:0-1-8,Edael,f3:0-1-8,Edae) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (los) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (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. ,Q,E . PROFFs 89782PE r i/• 9 •AEGON '' O .Q- ' i1'9 �1RYAO' kPAUL • ' EXPIRES: 12131/2016 August 7,2015 i 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. t• Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Mitek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 45610 Job Truss Truss Type Qty Ply POLYGON R45124654 PL15-264_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:58 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-QMe3pdbPFP_guz0gOnnEBGYKrz?RiD8EU?ottOyciBiN I 1-9-14 I I 1-2-0 1 1 0-8-14 11 2-6-0 I Scale=1:17.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 e90 e -a 0 0 e e 11 10 9 8 A 1.5x3 II 1.5x3 I I 3x6= 3x4= 3x4= I 2-0-14 1 2-7-14 I 3-2-14 I 9-4-4 1 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.YI— [2:0-1-8.Edge].[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz(TL) 0.01 7 n/a nla BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=-796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. (cQ°) P Rack.. t„ • N1GINE`cg sz 2—, 89'782PE 9` r 92 P •REGON N EXPIRES: 12/31/2016 August 7,2015 1 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. ��' Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek` fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 citron Hei5htc CA 55fi/n Job Truss Truss Type Qty Ply POLYGON R45124653 PL15-264 UPPER F06 Floor 71 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-yA4hbHamUSspGpReg3G?e203vZYjzhM5FL3JLyygBiO I 2-6-0 I 2-1-12 1 1 1-2-0 1 1 0-9-8 1 9-3.0 I 1 1-9-0 1 1 1-4-0 1 1-6-0 1 Scale=1:27.8 1.5x3 I I 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x6= 1.5x3 I I 1 2 3 4 5 6 7• 8 9 10 eo 0 0 .-. o :. • -i r-11444444444004444 - 0011116- 00000000.11.1.1.11.11.11 -:-11111111111111111411111111144444. - o N e o o c° a 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 3x5= 3x4= 12-10-12 I 4-10-12 15S-1z 16-0-12 1 11-8-12 '�z-3-12I 15-11-12 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X.Y)— 17:0-1-8.Edael.112:0-1-8.Edael.115:0-1-8.Edaej.116:0-1-8.Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/fP12007 (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. <-• .C1‘.ED. P R.OF'S 17 �' 897.82PE v aim 9 OREGON ,zN' fi QP 'Li19-RV 15'Jl P4ULR� EXPIRES:12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 5111-7479 rev.02/16/2015 BEFORE USE. imut Design valid for use only with Mitek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the i1AiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citme HrightC(IA 4i81n Job Truss (Truss Type Qty Ply POLYGON R45124655 PL15.264 UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:592015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc1 Oj6XW7b1 xUJTkT5MGNFRRbbOjfYQPgygBiM I 2-6-0 I 2-1-12 1 1 1-2-0 1 1 0-9-8 1 2-3-0 1 1 2-3-0 ii 1-2-0 1 F- 6-i Scale=1:28.5 1.5x3 H 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 H 4x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 , /i i, ® ate \ / °: yxxH/ N Y e 9 6 e0 1 16 15 14 13 12 1 3x4= 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4= 12-10-12 1 4-10-12 15-5-12 16-0-121 11-8-12 9 4-10-12 0-7-0 0-7.0 5-8-0 10-7-0210-7-0 I 16-4-4 � 1 Plate Offsets(X.Y)— 17:0-1-8.Edge].[12:0-1-S.Edge].[15:0-1-8.Edge).[16:0-1-8.Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.25 14-15 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.39 14-15 >501 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=714/0-4-4,11=714/0-4-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2435/0,3-4=2435/0,4-5=2435/0,5-6=-2821/0,6-7=-2821/0,7-8=2063/0,8-9=-2063/0 BOT CHORD 16-17=0/1509,15-16=0/2435,14-15=0/2698,13-14=0/2063,12-13=0/2063,11-12=0/1552 WEBS 3-16=-319/0,4-15=0/287,8-12=559/0,2-17=-1629/0,2-16=0/1028,7-14=0/894,6-14=-276/0,5-15=-526/0, 9-11=-1675/0,9-12=0/946 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �� NA.. El) PR.Oreo � _ E:6;9INEF� wa, 89782PE • �' /(07,./g) iiiii s,92 •REGON =' Q, EXPIRES: 12(31/2016 August 7,2015 e I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �° Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MMiele fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Clint's Heights,CA 55610 Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264 UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-MIIgEJcfn0E07HADVCgiGhexZnbxA2zXyJHLyHygBiL I 2-6-0 I 2-1-12 1 1 1-2-0 I 10-&8 I 2-3-0 I I 2-3-0 I I 1-2-0 I FSa12.1 Scale=1:28.2 4x4= 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 _ a oo a .. •ir-iiii - 001 _ i !_ : i oN e e /A 16 15 14 13 12 .e. 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 4x4= 3x4=- 12-10-12 12-10-12 I 4-10-12 155-12po121 11-8-12 123121 I 1626 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) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Ina' YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012 TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2402/0,3-4=-2402/0,4-5=-2402/0,5-6=-2764/0,6-7=-2764/0,7-8=-1993/0,8-9=-1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=-314/0,4-15=0/278,8-12=-636/0,2-17=-1612/0,2-16=0/1011,7-14=0/903,6-14=-276/0,5-15=-512/0, 9-11=-1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. wc' , . E�.9 sio2-9 . Q 8°782PE ...."7 • -‘7,4,OREGON Ooh kt' ULP� 'EXPIRES: 12/31/2016 August 7,2015 8 8 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02118/2015 BEFORE USE. mil. Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Dill Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 (:iters Hri5hte r.A gwin Symbols Numbering System PLATE LOCATION AND ORIENTATION1 y ® General Safety Notes 3/4 Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Mil 11 offsets are indicated. Damage or Personal Injury Dimensions are in ft-in-sixteenths. Wil� Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 1/16" 2. Truss bracing must be designed by an engineer.For WEBSllAigIli wide truss spacing,individual lateral braces themselves U_3111V ., may require bracing,or alternative Tor I ■_� Obracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. For 4 x 2 orientation,locate O p 4. Provide copies of this truss design to the building BOTTOM CHORDS '— designer,erection supervisor,property owner and edge of truss. all other interested parties. plates 0-'Ag' from outside 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each �I=m required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations oint a ebregulalt Knots d by ANSI/TPIa1a atjoint connector plates. THE LEFT. *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for The first dimension is the plate ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 10.resCamber is a non-structural consideration and is the ility of truss to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber onsifor dead load deflecoctneneral practice is to the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and i l Indicated by symbol shown and/or in all respects,equal to or better than that by text in the bracing section of the specified. output. Use T or I bracing 13.Top chords must be sheathed or purlins provided at If indicated. spacing indicated on design. BEARING 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. IIndicates location where bearings 15.Connections not shown are the responsibility of others. (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved 16 Do approvcual of annalenrgineer.truss member or plate without prior =, reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MNNE 'R' 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: MI ANSI/TPI1: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words DSB-89: Design Standard for Bracing. and pictures)before use.Reviewing pictures alone is not sufficient. Plate Connected Wood Truss Construction. Guide to Good Practice for Handling, BCSI: Building Component Safety Information, � 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 26'-0' r4,-0' 1 22-0' 03 \, 6:12 6:12 m C4 (4) m I - \ • CD 6:12 C2(10' �I 4 7 I NI II aB4 — — Q S _.- gat....) !§',B3 w = -- 3 W w Z Q e-, W W Q. °,,,. c _ w p O N ,� Z Z vWL „ow NJ _ ,ISIL. 6' ___B2 (5) - Q W o pm0 w Z J Z Z K > J Q N N 7 � L— zn—Z OOZ 0 O W cC wQ �I— UODE LL^ Z , O NO = O Q N XU- z�CKZZ 0LLiQ O 2w COu. O�� Z Z] Z . _8 i� O Q cc Z OOUZ= m'I 4'12 N� 24 ❑ ❑ §-�oa m ® CONFORMS TO DESIGN CONCEPT Wao ❑ CONFORMS TO DESIGN CONCEPT WITH I REVISIONS AS SHOWN 111 . 1111111 ❑ NON-CONFORMING-REVISE AND RESUBMIT IIIIIMII THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE MAH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FAAAICATOPIVENDOR OF RESPONSIBILITY FOP CONFORVNCE WITH THE DESIGN DRAPING.AND SPECIFICATIONS ALL OF YMICH HAVE PRIORITY OVER THIS SHOP DRAWINS. CONTRACTOR SHALL VERIFY ALL DIIEISIONR. By: MLCABAIa R.Petersen Date:FeeruarS 11,2016 CT ENGINEERING INC L6'-0' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 09/12/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER IN 7-B NH KD RESPONSIBLE RALLDRE pacd umber DESIGNER/ENGINEER.B ILRECORD PLAN. DRAWN BY: REVISION-2: RESPONSIBLE FOR ALLOF RECORD NON-TRUSS v5. TO TRUSS CONNECTIONS.BUILDING 7-B NH / B-NH CHECKED BY: DESIGNER ENGINEER OF RECORD TO TRUSS REVIEW AND APPROVE OF ALL C O M P A N Y DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.11”-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. r MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 7-B NH KD ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1589666 thru K1589681 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. QV P R OF s' 44, 89200P'E r F , ,OREGON '`i.Y i 4, 2�1 ,# MFSR10 1111, December 10,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. system and componentsand cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 8-03-04 8-03-04 12 1 12 IIM-4x4 Q 6.00 6.00 co M a 0 O O O M-3x4 M-3x4 `�vD I�TIoL•- . • y 1-00 y 16-06-08 y 1-00 1 �i -�rNG`tN -SZiS 4::/c7 ' :9200PE idillik0010:,--- JOB NAME : POLYGON NW PLAN 7-B NH - Al • Scale: 0.4000 1..��9 .. WARNINGS: GENERAL NOTES, '.4!>:_:-"---74: ©� �©� unless otherwise noted 7/ A M I,4- 7 Balder and erection contractor should be advised of all General Notes 1.Ibis design is based as8 upon the parameters shown end is for enindividual 4 �y 7-P.Truss: Al and Wamings before construction commences building component Applicability of design parameters and proper f0 14 f •(� 2 204 compression web bracing must be installed where shown+ -k- incorporation of component Is the responsibility of the building designer. �,{ (� 3 Additional temporary bracing to insure stability during construction 2 Design assumes the tap end bottom chords to be laterally braced et �f;]_-�t 6, Y Is the res bit f the erector.Additional t Breen ( 2 o.c.and at 10'o.e respectvey unless braced throughout their length by r� ponsi gy o permanent g o continuous sheathing such as plywood sheathing(TC)anWor drywall(BC). DATE: 12/10/2015 the overall structure B the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 4.Na load should be applied to any component until after all bracing and 4.Installation of inose Is the responsibility of the respective contractor. SEQ.: K 15 8 9 6 6 6 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nen-corrosive environment, EXPIRES: 12/31/201-5 TRANS ID: LINK design bads be applied to any component. and Design assumare for e condition" at ppo wedge 5.CompaTrushas nocontrol over and assumes noresponsibility for me a ecessary. bead IallaO dsehown.5himarwed If December 10,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of tress,and placed so their center TPI/WICA In BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate sae of plate in Inches. MiTek USA,IRC./CofnpuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( O) 50 2- 8=(-378) 1540 3- 6=(-326) 309 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1751) 477 8- 6=(-431) 1540 8- 4=(-121) 934 3- 4=(-1351) 268 8- 5=(-326) 306 LOADING 4- 5=(-1351) 256 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSI" 5- 6=(-1751) 502 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSI' Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -125/ 809V -62/ 82H 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -125/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.075" @ 8'- 3.2" Allowed = 0.781" MAX TL CREEP DEFL = -0.141" @ 8'- 3.2" Allowed - 1.042" MAX LL DEFL = 0.002" @ 17'- 6.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 17'- 6.5" Allowed = 0.133" 8-03-04 8-03-04 _ MAX HORIZ. LL DEFL f MAX HORIZ. TL DEFL = 0.091" @ 16'- 1.0" 4-04-11 3-10-09 3-10-09 T 1' ' 4-04-11 12 M-4x6 12 Design conforms to main windforce-resisting 6.00Q 6.00 system and components and cladding criteria. 4.0" 4 , 0 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 'I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 ,iiiiiillillilli M-1.5x3 3 8 M-5x8 M-3x9 M-3x4 T w- M O Ti' io ..6 1 O - 3.00 3.00 M,- 12 .12 12 J' b y J. l 1-00 8-03-04 8-03-04 y , 1-00 - P R O i' V NG 16-06-08 r'� IN ' 8200/ E v JOB NAME : POLYGON NW PLAN 7-B NH - A2 , ,ie � Scale: 0.3183 • WARNINGS: GENERAL NOTES, unless otherwise noted' ,� Truss: A2 Builder and erection contractor should be advised of all General Notes Thredesign abases only upon me parameters shown and is for an individual Q t+©N � and Warnings before construction commences building component Applicability of design parameters and proper yp �a A •[t 2.2x4 compression web bracing must be installed where shown+ incorporation of component is the respondblity of the building designer. ���}}}F,, �1`N '\ 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced et <6 J'-' 1_ ' 2 "i- u the responsibility atm erector.Additional permanent bracing of 7 o c and at 10 o.c respectively unless braced throughout their length by �✓ 6' l DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �R 1�� , 3 2x Impact bridging or lateral bracing required where shown++ _ SEQ.: K15 8 9 6 6 7 4.No bad should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the rasped ve contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge if fabrication,handling shipment and Inst allation 0 components e ry. EXPIRES: 12/31/2015 6.This design is furnished subject to the limitations set forth by 8.Designassumeselced en drainage isrues,provided. December 10,2015 8.Plates snail be located center both faces of tines,and placed so their center TPIAMCA in SCSI,copies of which will be furnished upon request. lines coincide with joint cenkr lines. 9.Digits Indicate sae of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1- 2=( O) 50 2-10=(-251) 92 10- 3=( -12) 169 TC: 2x4 KDDF #1EBTR LOAD DUSPTIED I24R0ASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -69) 347 10-11=(-255) 90 3-11=( -470) 169 3- 4=(-146) 779 11-12=(-682) 251 4-11=(-1145) 248 WEBS: 2x9 KDDF STAND LOADING 4- 5=( -74) 220 12-13=( -48) 472 4-12=( -95) 806 TC LATERAL SUPPORT 5= 12"00. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -85) 246 13- 8=(-241) 848 5-12=( -361) 143 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-566) 90 12- 6=( -765) 194 BC LATERAL SUPPORT <= 12"OC. ION. TOTAL LOAD = 42.0 PSF 7- 8=(-980) 274 6-13=( 0) 450 8- 9=( 0) 50 13- 7=( -346) 219 OVERHANGS: 12.0" 12.0" LL = 25 POE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -61/ 213V -135/ 135H 119.00" 0.34 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 5'- 1.0" -72/ 109V 0/ OH 119.00" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 11.0" -231/ 1605V 0/ OH 119.00" 2.57 KDDF ( 625) 26'- 0.0" -109/ 613V 0/ OH 5.50" 0.98 KDDF ( 625) REFER TO COMPUTRUS STANDARD GABLE END DETAIL FOR DETAILS 'COND. 2: Design checked for net(-5 psf) uplift at 24 '•oc spacing. NOT SHOWN. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.036" @ 21'- 8.1" Allowed = 0.781" MAX TL CREEP DEFL = -0.065" @ 17'- 8.8" Allowed = 1.042" 13-00 13-00 MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" f f I MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX HORIZ. LL DEFL - 0.021" @ 25'- 6.5" fMAX HORIZ. TL DEFL = 0.034" @ 25'- 6.5" I IM-4x4 12 M-1.5x9 4.0" Design conforms to main windforce-resisting 6.00 M-3X5 .f-+i M-3x5 system and components and cladding criteria. M-3x5 .. M-1.5x4 12 f y M-3x4 M-3x5 Q 6.00 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 M-3X4 (All Heights), Enclosed, Cat 2, Exp.B, MWFRS(Dir), r� load duration factor=1.6, • End vertical(s) a exposed to wind, ',•� eTruss designed fox wind loads in the plane of the truss only. M-3x6 M-1.5x3 3 ". M-2.5x9 or equal at non-structural diagonal inlets. eels= 13 Truss designed for 4x2 outloo kers. 2x9 let-ins M-5x6 M-3x9 of the same size and grade as structural top '� M chord. Insure tight fit at each end of let-in. no 2 12 • -�(i outloo kers must be cut with care and are jM-3x8 ,-'B -Yo permissible at inlet board areas only. � 1 • 1 I M-ll�x3 1hI-5x10 o M-3x4 - 3.00 3.00 . J' .J 12 l ,J 12 l ..gyp PRO fi 9-11 3-01 4-08-12 8-03-04 - .. Gi�E 6>-... . .. ici... • .0 1-00 9-11 7-09-12 8-03-04 1-00 •y � 1-00 26-00 1-00 c 8 20 D E • POLYGON NW PLAN 7-B NH - B1 JOB NAME : Scale: 0.2098 p OREGON WARNINGS GENERAeNOTEb, unuponhhparameters noe. .,_ 1 Builder and erection contractor should be advised of all Genesi Notes 1.This design is based onlyy upon thee shown and is for an Individual Truss: B 1 and Warnings before construction commences building component.Applicability of design parameters and proper I , • incorporation of component Is the responsibility of the building designer. r 2.2x4 compression web bracing must be Installed where shown+ 2.Design assumes the top and bottom chords to be laterally braced at ` ..C1 11 3.Additional temporary bracing to Insure stability during construction 2 a.c.and at 10'o.c.respectively unless braced throughout their length by �}Fl 1 l- Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 3.2v Impact bridging or lateral bracing required where shown+ SEK15 8 9 668 4.No load should be applied to any component until after all bracing and 4.Installation of truss lathe responsibility of the respective contractor. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, EXPIRES: 12/31/2015 design loads be applied to any component. and are for Mn/condition"r0 use. TRANS ID: LINK 8.Designessumesfullbeadngatall supports shown.Shim orwedge lf December 10,2015 S.CompuTms has no control over and assumes no responsibility far the December fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. linennes g.Diesscoiinl®de with joint plate ter Bines, MiTek USA,Inn/CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-7371,ESR-1988(MiTek) i This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDT/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. 1- 3=( 0) 60 0-11=(-249) 1591 13- 1-( 8) 228 WEBS: 2x9 RODE STAND 2- 3=(-1886) 361 10-11=(-249) 1591 3-11-) -378) 107 3- 4=(-1479) 359 11-12=(-171) 1308 9-11=( -85) 76 LOADING 4- 5=(-1393) 362 12-13=(-436) 2628 4-12=( -183) 151 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1368) 396 13- 8=(-616) 2789 5-12=( -207) 953 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2946) 590 12- 6=(-1726) 395 TOTAL LOAD = 42.0 PSF 7- 8=(-3195) 715 6-13=) -191) 1428 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 13- 7=) -109) 165 LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -179/ 1206V -139/ 13911 5.50" 1.93 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) 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 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.170" @ 17'- 8.8" Allowed = 1.259" MAX TL CREEP DEFL = -0.335" @ 17'- 8.8" Allowed = 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 0 27'- 0.0" Allowed = 0.133" 13-00 13-00 f f f MAX HORIZ. LL DEFL = 0.098" @ 25'- 6.5" 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX HORIZ. TL DEFL = 0.162" @ 25'- 6.5" 1' 4 T T T 4 4 12 2 6.00 M-4x6 Design conforms to main windforce-resisting Q 6.00 system and components and cladding criteria. 4.0" 5 'f7( Wind: 140 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x9 load duration factor=l.6, 9 End Vertical(sJ are exposed to wind, M-3x6 Truss designed for wind loads in the plane of the truss only. M-3x4 3 M-1.5x3 4•0//°°c 7- „..,....... 73 M M-5x6 -M-9x4 rn 1 .. -13"o 12 M M-3x10 s � 10 e o I M-3x4 M-1.5x3 M-5x10 1 0 0 ..3.00 3.00 . 12 12 Jt 1 b y y y 5-01 4-10 3-01 4-08-12 8-03-04 {L w• 1-o 9-11 y 7-09-12 y 8-03-04 1-00 • -C", 0 1 E. .' 6 26-00 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - B2 �j Scale: 0.2098 ti WARNINGS: GENERAL NOTES, unless otherwise noted: ry„. Truss B2 Builder and erection contactor should be advised of all General Notes This design is based only upon the parameters shown and is for an Individual 7../..„ 4�'}C3C!^F1N k4'vfeC and Wammgs before construction commences building component Applicability ofdesgn parameters and proper vl'ICl9l! A_ ,, - -16 2 2x4 compression web bracing roust be instated where shown+ incorporation of component is the responsibility of the building designer. 'I ('� N ` 3.Additional temporary bracing to haute stability during construction 2 Design assumes the top and bottom chorda to be throughouty braced at 14 y 2�.,1,. ,4r' Is the responsibility of the erector.Additional permanent bracing or 2'c c and at 10'o.c respectively unless braced their length by trr' 1 DATE: 12/10/2015 the overall structure is the responsibility of the building designer. continuous Ipactsheathing or such as plywood bracing re uiredsheathing(TC)eres and/or drywall(BC). ,41 1.R �� - 3 2x Impact budging or lateralbacng required where shown++ _ SEQ. : K15 8 9 6 6 9 4 No bad should be appl ed to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, - - TRANS ID: LINK design loads be applied to any component. and are for"dry condition.o/use. 5.CompuTms has no control over and assumes no responsibility for the 6.Design an assumes lull beating at all supports shown.Shim or wedge if [} [, /�:]}Iy 2 5 fabrication.handling.shipment and Installation of components. ry. EXPIRES:ES: 1 L1t71/I G01 s)... 8.This demgnisfurnished sub)ecttothe limitations set forth by 8.Plates haallbescedoneorainage�prussed. December 10,2015 8.Plates shall be located on both faces of truss,and placed so their center TPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits Indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from408-1 computer input by Pacific Lumber and TrussBC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 6=(-270) 1523- 8=(-383) 258 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1813) 396 8- 9=(-124) 1008- 9=(-128) 638 3- 4=(-1590) 399 9- 6=(-298) 1524- 9=(-128) 638 WEBS: 2x4 KDDF STAND LOADING 9- 5=(-1590) 399 9- 5=(-383) 258 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 396 BC LATERAL SUPPORT <= 12"00. TON. DL ON BOTTOM CHORD= 10.0 PSE 6- 7=( 0) 50 TOTAL LOAD= 92.0 PPP::: OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM 0£ 10 PSF. COED. 2: Design checked for net(-5 psf) uplift at 29 "00 spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.063" @ 17'- 1.8" Allowed = 1.254" MAX TL CREEP DEFL = -0.127" @ 17'- 1.8" Allowed = 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL - 0.026" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.043" @ 25'- 6.5" 13-00 13-00 .r 'r Design conforms to main windforce-resisting 6-09-04 6-02-12 6-02-12 6-09-04 system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-9x6 Q 6.00 (All Heights),All Heights) fEnclEnclosed, Cat.2, Exp.B, MWFRS(Dir), 9.0" End Verticals) are exposed to wind, 4 ,f-,( Truss designed for wind loads �Q in the plane of the truss only. \ M-1.5x3 M-1.5x3 3 5 rn 'O' ,Alldill& AIIIIIIIhlk„ 1 .r. 1 +S T ■}I g 6 CD M-3x4 M-3x9 M-3x9 M-3x9 to M-3x5(S) * ), y •l 8-10-03 8-03-11 8-10-03 - y y 0PRS' 10-00 16-00 � GiN� -c/ \ ' '� F� © -- 1 Ca ' 1-00 ... z6 00 1-00 - 44..-4./- $92OOPE JOB NAME : POLYGON NW PLAN 7-B NH - B3 Scale: 0.2048 � /� ....- WARNINGS: WARNINGS: GENERAL NOTES, unless Otherwise noted' ©f'1(. (^±.©N 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual � OREGON Truss: B3 and Wamngs before construction commences. building componentApplicability of design parameters and proper �} s� 2 2x4 compression web bracing mull be Installed where shown incorporation of component is the responsibility of the building designer. +E� '"I "` ��' 4� "�" 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop and bottom chords b be throughoutbbralty braced at s the responsibilityf Ue erector.Additional t bracing f 2 o c and at 10 o c respectively unless braced their length by : o permanen go continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) _ FR-:R I0-. DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2r lmpad bridging or lateral bracing required where shown t• SE K158 9 67 0 4.No bad should be applied to any component until after all bracing end 4 Installation of truss is the responsibility of the respective contractor. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. design loads be applied to any component. TRANS ID: LINK 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 6.Design assumes full bearing atall suppons511001 Shim or wedge:1 EXPIRES: 12/3112015 ry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their canter TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1317,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-257) 1288 8- 3=) 0) 227 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. BC: 2x4 KDDF #1&BTR 2- 3=(-1539) 383 8- 9-(-259) 1285 3- 9=(-998) 138 WEBS: 2x9 KDDF STAND 3- 9=(-1080) 364 9-10=(-293) 1265 9- 4=( -94) 564 LOADING 4- 5=( 0) 0 10- 7=(-293) 1268 9- 6=(-437) 200 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=(-1063) 337 7-11=( 0) 4 6-10=( 0) 153 TC LATERAL SUPPORT <= 12"OC. UON. OL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1495) 390 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -189/ 1056V -97/ 102H 5.50" 1.69 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 11.6" -227/ 1015V 0/ OH 53.50" 1.62 KDDF ( 625) 25'- 8.8" 0/ 52V 0/ OH 0.00" 0.00 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.584 o equal at non-structural 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 Unbalanced live loads have been MAX LL DEFL = 0.002" 8 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" considered for this design. MAX LL DEFL = -0.091" @ 11'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL = -0.084" @ 11'- 0.0" Allowed - 1.406" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL = 0.020" @ 25'- 8.8" MAX HORIZ. TL DEFL = 0.033" @ 25'- 8.0" Design conforms to main windforce-resisting 13-00 14-00 system and components and cladding criteria. /f 5-11 ,/ 5-01 2-00 3-01 10-11 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I f _ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 5 -M-9x4+ load duration factor=l.6, 6.00 M-9X6 12 End vertical(s) are exposed to wind, Q 6.00 Truss designed for wind loads 4 in the plane of the truss only. + M-3x9 M-2.5x4 or equal at non-structural diagonal inlets. M-3x4 3 T2 6 + 0 M-3x4+ co o o M-3x9 M-1.5x3 0.25" M-1.5x3 11 M-5x8(S) M-3x4 0 y 5-09-04 y 5-02-12 y 5-02-12 y 9-09-04 y .`tea _ 4 .. . 0 1-00 26-00 `x' 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - B4 �� Scale: 0.2298 fl yys. WARNINGS: GENERAL NOTES, unless otherwise noted. '9� OREGON 44/ L^C Truss B4 Builder and erection mntrador should be advised of all General Notes This design b based only upon the parameters shown and is for an Individual f `'` and Warnings before construction commences building component Applicability of design parameters and proper -1 ° 14 A ..s,,. 2 2x4 compression web bracing must be installed where shown+ incorporation of component Is the responsibility of the building designer. G^ !_ 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced et �� s the respons b Ira of the erector Adtl t onal permanent brat ng of T o c and at t O o.c respectively unless braced throughout their length by _ DATE: 12/10/2015 the overall structure Is the responsibiley of the building assigner. continuous Impact heathng such as plywootluireding(TC)and%ornrywan(BC). 3.In bridging or lateral bracing required where shown + SEQ. : K 15 8 9 671 4 No load should be applied to any component until after all bracing and 4 Installation of truss Is the responsibility or the respective contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used in a Iron-corrosive environment, �/ry p TRANS ID: LINK design loads be applied to any component. and aretor'tlryconddlon'oruse. EXPIRES: 12/31/2015 5.CompuTrus has no control over and assumes no responsibility for the 0.Design assumes full bearing at all supports shown.Shim or wedge if G Il C t7 F C. fabrication.handling.shipment and Installation of components. ry December 10,2015 8.This assign is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. e.Plates shall be located on both faces of truss,and placed m their center TPI/WICA In Boor,copies of which will be furnished upon request. lines minclde with Joint center lines. S.Diggs indicate she of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1LYE 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) h. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL( 25.0)+DL( BC LATERAL SUPPORT <= 12"0C. UON. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD= 42.0 PSF TOTAL LOAD= 42.0 POE load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-152 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 12 12 IIM-4x4 6.00 1 - Q 6.00 3 M2 11111111111111111''...- li1Ii" 4 . to 1 C� , O to - m-3x5(5) M-3x4 M-3x4 l l J 10-00 12-00 . D R0p �£ y 0 1-00 22-00 ,,,,Ca.' 0401 -UV© tCt 17.,.. CC' 89200PE r' JOB NAME : POLYGON NW PLAN 7-B NH - Cl ��'. Scale: 0.3558 �"�v,� • �' WARNINGS: GENERAL NOTES, unless othmvlse noted: V..z�� �+k('yr(�.Fl�� /e, tt i Builder and erection contractor should be advised of all General Notes 1.This design Is based Dory upon me parameters shown and Is for an individual 7� O ICGt) w- 4(I Truss: Cl and Warnings before construction commences. building componentApplicability of design parameters and proper F (� V+ 2.Additional dd compression web bracing must be Installed where shown+. incorporation of components the responsibility of me building designer. +�� / .4 f 4 .‘,..-i- 3. " 3 Addd onal temporary bracing to insure stability during construction 2 Design assumes the top and bottom chards to be laterally braced at ,y _ by s the responsibilityf the erector Additional t bracing of 2 a i and at 10 o c respectively unless braced(TC)a dl their length). -MeR_R'LL e permanen conbnuousdhealhln91 t lateral splyw5 daheething(TC)and/or dryxall(BC) """��' DATE' 12/10/2015 the overall structure Is the responsibility of the building designer. 3.DI Impact bridging or lateral bracing required where shown++ SEQ.: El5 8 9 67 2 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no tee should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. design bads be applied to any component.TRANS ID' LINK 5.CompuTrus has noeontmlover and assumes noresponsibility for the 6.Design assumes lullbearigelallsupportsshown.Shimorwetlgelt EXPIRES: 12/31/2015 ssary fabrication,handling,shipment and instaIlation of components. 7.Design assumes adequate drainage is provided. December 10,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVTCA in SCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1813TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-229) 1261 3- 8=(-311) 220 BC: 2x4 KDDF 61&BTR SPACED 24.0" D.C. WEBS: 2x4 KDDF STAND2- 3=(-1509) 335 8- 9=(-103) 834 8- 9=(-111) 492 3- 9=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 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 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 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 BORIS. LL DEFL = 0.018" @ 21'- 6.5" 11-00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 11-00 1 4 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting T 1 1 system and components and cladding criteria. 12 12 6.00 M-4x6 Q 6.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 9 End vertical(s) are exposed to wind, j Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 cc --iiiii 4AillIllIlIllIl cb0 o 1 �-. ifyh I 2 8 9 i M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 6 1 0 1 y y 1 7-06-03 6-11-11 7-06-03 y y J‘ oo 10-00 22-00 12-00 l l \�� � Q�p E S(9 1-00 .89200 PE �t- JOB NAME : POLYGON NW PLAN 7-B NH - C2 Scale: 0.2433 WARNINGS: GENERAL NOTES, unless otherwise noted: IP pp cc�+�y Truss: C2 Builder and ereMron contractor should beativ sed of all General Notes This design is based only upon the parametershown and for an Individual ORE ON and VVam ngs before construction commences building component.Applicability of design parameters and proper tom, 2 2z4 compression web bracing must be lnstelletl where shown+ Incorporation&componenis the responsibility of Cltheally braced designer. ,,,��' I!s 3 Additional temporary bracing to insure sta bilrty during construon 2 Design assumes the top and bottom chords to be laterally braced at <0 ).- 1 4,_ t`1 is the responsibility of the erector.Additional permanent bracing of 7coo c and at IS o c respactNely unless braced throughout their length by 'Gr✓ b- DATE': 12 10 2 15 Ne overall shucture sthe responsbItty of the build ng des goer ntnuous sheathng such as plywood sheathing(TC)and/or drywall(BC). 4 Na bad should be applied tc an 3 B Impact bridging or lateral bracing required where shown++ _ fi .:L3(1 SEQ. : K 15 8 9 67 3y component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. Fl 1 1� fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment TRANS ID: LINK desbn loads be applied to any component. and are fortot'thy condition-of use. 5.CampuTrus has no control over and assumes no responsibility for the 8.Design assumes full beadrg at all supports shown.Shim or wedge if �/ [+ I� r� fabrication,handling,shipment and installation of components. necessary. EXPIRES:12/3'1#f.015.. 6.Thio design Is furnished subject to the limitations set forth by 7.Designassumesbe onate oth teceiotruss,an December 10,2015 B.Plates shall be located on both faces of truss,and placed so their center TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SP;I. 22'- 0.0" IC OND. 2: Design checked for net(-5 psf) uplift at :co: 4 "cc spacing. TC: 2x4 KDDF #16BTR LOAD DURATIONNCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 KDDF #1geTA SPACED29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. CON. LDING LL( 25.0)+DL( 7.0) TOP CHORD= 32.0 PSF Wind: 140mph, =15ft, TCDL=4.2,BCDL= .0, ASCE7-10BCLATELSUPPORT <= 12"OC. UON. (AllHeigts), Enclosed, Cat.2, Exp.B, MWFRSDir),DLONTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF End verticals) axe exposed to wind, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE 02: THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T 12 IIM-4x4 12 6.00 6.00 S 111IiIl4 . 0 2 ' �, d t 1 10 1 M-3x5(S) 0 M-3x4 M-3x4 1, ), 1 10-00 12-00 .pit. RRYI64- 1 1-00 22-00 ��� G GIIAI i, e2, :9200PE ' JOB NAME : POLYGON NW PLAN 7—B NH — C3 Scale: 0.3558 �®'' /4111.- • WARNINGS: GENERAL NOTES, unless othervdce noted: # OREGON ti," I Builder and erection contractor should be advised of all General Nates 1 This design is based only upon the parameters shown and is for an Individual _ N As. Truss: C3 and Wamings before construction commence. building componentApplicability of design parameters and proper •�f sf \ ` 2 2s4 compression web bracing must be mstelled where shown+ n rporation of component Is the responsibility of the building designer. 44- 1,4 1 4 ..\-- 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and boftom chords br to be roughly braced al I_ is the responsibility of erector.Additional permanent bracing of Yci antet10'oc respectively unless braced R1�` pons y a continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) \/ DATE: 12/1 0/2 0 1 5 the overall structure is the responsibility of the building designer. 3.Dl Impact bridging or lateral bracing required where shown++ SEQ.: K 15 8 9 67 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a non.corrosive environment. design loads be applied to any component. and are for"dry condition"of use. / )) C TRANS ID• LINK8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/3172015 S.CompuTms has no control over end assumes no responsibility for the necessa, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 1 0,201 5 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPIANTCA in SCSI,copies of which will be famished upon requestlines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTtus Software 7.6.7(IL)-E 10.For basic connector plate design values see EB13-1311,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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 EDDY #1&BTR SPACED 29.0" O.C. 2- 3=(-1504) 335 8- 9-(-103) 834 8- 9=(-111) 992 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "cc 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 = -0.093" @ 14'- 5.8" Allowed - 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL - 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 11-00 11-00 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting T f T 'I' '' system and components and cladding criteria. 12 12 6.00 M-4x6 Q 6.00 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 9 .&ot End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only, M-1.5x3 M-1.5x3 3 \ / rn O rn 1 ' M y 7 2 8 9 6 O M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 00 b y y y 7-06-03 6-11-11 7-06-03 1 10-00 1 12-00 l ;\-t:-,,c-,0. P�''Ox• -((PcS' 1 -00 22-00 y y • � \'� {�� - � 1-00 • 44,•, _ 1":„... • ` 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - C4 .101�/l�� Scale: 0.2433 WARNINGS: GENERAL NOTES, unless otherwise '� © �©� '� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Tl�Truss: C4and Wammgs before construction commences. building component.Applicability of design parameters and pre 77 A 2 2x4 compression web bracing must be Installed where shown�. Incerpprebon of component Is the responsibility or the building tleNgner. # ` 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at 4. 4 -• 1�- y 21 . + s the responsibility of the erector.AddNpnal permanent bracing or 2.o c and a110 o e respectively unless braced throughout their length by h M DATE: 12/10/2015 the overall structures the responsibility of the building designer. 2x Impact acus sheathinginor sten as plywood requirede sheatr shown) x drywall(BC>. '- 'Leri R 1 1.. 3.In Impact of or therelbracingwhere to - 4 4 SEQ.• 10158 9 6 7 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for d y conditionofuse. 5.Com Trus has no control over and assumes no res 6.Design assumes lull beanecessary. dng at all supports shown.Shim or wedge If EXPIRES: XPRE 12/31/2015 pu ponslNiity for the {,,, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM?CA in BCSI,apples of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompoTrus Software 7.6.7(IL)-E IO.For basic connector plate design values see ESR-1311,ESR-1988(MITek) Ilk This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-4=(-35) 32 2-4=(-99) 81 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -7) 3 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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) ST 1: Heel to plate corner = 5.25" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.002" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 4.0" Allowed = 0.159" 3-00 MAX TC PANEL TL DEFL = -0.005" @ 2'- 5.2" Allowed = 0.239" 1 MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" 12 4.00 1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.eft, 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 End vertical(s) are exposed to wind, 3 Truss designed for wind loads 2 in the plane of the truss only. II II PROVIDE SUPPORT I r 0 "3 1 10 17 II M M-3x8 \ M-1.5x3 l 3-00 l l 4-00 ��, 3 �4GIfVE �' /°��. 89200'E r JOB NAME : POLYGON NW PLAN 7-B NH - D1 Scale: 0.6153 4 : WARNINGS: GENERAL NOTES, unless othenvlse noted: 10.�!. OREGON /a t Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 7� ♦ t44 Truss: Dl and Warnings before construction commences. building componentApplicability of design parameters and proper [�` A. 22x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 1c'0 4-) ,(�y' 8}1,1 "4'_ 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chord to be laterally braced at t6.✓ 1 4 rr'- $s,,1, Is the responsibility of the erector.Additional permanent bracing of T o c and at 10 c c respectively unless braced throughout their length by T continuous sheathing such as plywood sheathing(TC)and/or drywall)50) -R. 't_\- DATE: 12/10/2015 the overall structure R the responsibility of the building designer. G aimpact bridging or lateral bracing required where shown++ 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : K1589676 fasteners are complete and at no time should any loads greeter than 5.Designassumestrussesaretobeusedinanon-corrosive environment, TRANS ID: LINK design loads be applied to any component. endgnassumesfelare for.cln/ bearigatal 5.Compurrus has no control over and assumes no responsibility for the fi.Deesice n a�umes full bearing et all supports shown.Shim or wedge If EXPIRES: XP I RES, 12/31/2015 2/31/201 C handling, ry Gl�f- Il Gr.9 I G/�7 1 G 1 J fabrication, s,edisube aodinslmaboenoetfooheyta. 7.DesignAtessall elocated on both Is provided.an December 10,2015 6.This tlesign is furnished subject to the limitations set forth by S.PWtes shall be located on both(aces of buss,and placed so their center TPIANrCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate see of plate in inches. MiTek USA,Int./CompuTnls Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ES18-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 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: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 00" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 9,2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL - 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ 0'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed - 0.183" MAX TC PANEL TL DEFL = -0.010" @ 2'- 7.0" Allowed - 0.274" 12 MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" 4.00 D MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" 2 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 41 load duration factor=1.6, N End vertical(s) a exposed to wind, ,-1 Truss designed for wind loads I in the plane of the truss only. 0 I ti /- Oil ti 1 n3 o 0 4.>-<- 3.2›...<7. M-3X8 )' y 3-00 y y � F, Q PRQpt !PROVIDE FULL BEARING;Jts:9,3,2 �j- 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - D2 al„ Scale: 0.8962 i WARNINGS: GENERAL NOTES, unless etherwdse select " w OREGON A Truss D2 I.Balder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indvdual �-""#47 A.. and Warnings before construction commences. building component Applicability of design parameters and proper 'Z .k' ' 1.4 �{ 2. `' 2.2x4 compression web bracing must be installed where ahewne incorporation of component Is the responsibility of the building designer. y. {ems 2. 3.Additional temporary bracing to insure stability during constructionDesign assumes the tap and bottom chords to be laterally braced at .'1:1-1:111.-\-..- i. _, the responsibility of the erector.Additional permanent bracing of 7 o c and at ea a c respectivelypunless braced throughout mein length by _ DATE: 12/10/2015 the overall structure Is the responsibility et the building designer. continuous sheathing such as plywood required sheathing(TC)and/or tlrywall(BC). 4.No load should beapplied to 3.In Impact bridging or lateral bracing where shown t a SEQ. : K 15 8 9 67 7any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a ran-corrosive environment, EXP q (I� i c TRANS ID: LINK design loads be applied to any component. and are for"dry condition.of EXPIRES: � /31/-2OIJ 5.CompuTrus has no control over and assumes no responsibility for the 6.neecsleg assumes ill bearing et all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. ry December 10,2015 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage Is provided. 8.Plates shall be located on both faces of truss,and placed so their center TPUWICA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Diggs Indicate see of Weft USA,Inc./CompuTrus Software 7.6.7(1 L)-E plate in Inches. 70.For basic connector plate design values see ESR-1311,ESR-1988(Mitek) h. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE — 10, BC LATERAL SUPPORT <= 12"OC. UON. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF End vertical(s) are exposed to wind, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1EPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 1 " 3 —/ 0 0 0 m 2 tn f _a 14 M-3x9 y l l 1-00 8-02 "co.\ ,?EO P R O SS 89200PE r JOB NAME : POLYGON NW PLAN 7—B NH — E1 Scale: 0.6366 / WARNINGS: GENERAL NOTES, unless othenvse noted. ©F?CR^`.11� / 1 Builder and erection contractor should be advised of all General Notes 1 This design wmponeed snip upon the parameters Applicability of design pareshown melarsand e and proper Individual f^ICI�V(� �'V_ Truss: El andVJamingsbefore construction commences incoringsaeporation ofcomponent Isthe responsibility ofthe building designer �.r. " P 14, 2-P "t" 2 2x4 compression web bracing must be installed where shown 2 Design assumes the top and bottom chords to be laterally braced at (]J, . 3 Additional temporary brae ng to Insure stability during construction 2 o c.end al l0 a c respectively unless braced throughout their length by _ Is the responsibility of Me erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) ' 'R R `- DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown * SE K158 9 67 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4•• fasteners are complete and at no time should any loads greater than B.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. �/p p p TRANS ID: LINKaanW 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12//2015 • 5.CompuTrus has no control over and assumes no res bit Mr the necessary. EXPIRES:Il C t7 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 6.This design is furnished subject to the limitations set forty by B.Plates shall be located on bath faces of truss,and placed so 111611 center TPI/WTCA in BCSI,copies of which will be famished upon requestlines coincide with point center lines. 9.Diggs Indicate sae of plate In Inches. MITek USA,Inc./CsmpaTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,E5R-1985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5-(-51) 67 3-5= 255 51 (- ) 179 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-105) 68 WEBS: 2x9 KDDF STAND LOADING 3-9-( -7) 3 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI- BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -68/ 979V -33/ 97H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 2.0" -39/ 335V 0/ OH 5.50" 0.54 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.299" 6 9'- 1.7" Allowed = 0.984" MAX TC PANEL TL DEFL = -0.393" 0 4'- 1.7" Allowed = 0.727" 7-10-09 0-03-12 4' , f MAX HORIZ. LL DEFL = 0.001" @ 7'- 10.3" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 10.3" 9.00 G,- M-1.5x3 Design conforms to main windforce-resisting y system and components and cladding criteria. 3 -/ Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, A (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, -...111111111111111111111111111111111111111111111111111111111 Truss designed for wind loads o ns in the plane of the truss only. 0 0 I i u) ,-I /- I rl 1 o f 21111.- 5 0 -/ ** M-3x4 M-1.5x3 l l )' 7-10-09 0-03-12 l y y 1-00 8-02 'c`<, 'cO PR R pfi 19 \, try G N � •© 92OOP JOB NAME : POLYGON NW PLAN 7-B NH - E2 �� Scale: 0.5366 Ill. WARNINGS: GENERAL NOTES, unless otherwise notetl /1s 1.Builder and erection contractor should be advised of all General Notes 1 Ths design Is based only upon the parameters shown and Is for an individual Truss: E2 and Warnings before consil'.R OREGON- w action ommences building component.Applicability of design parameters sand proper 7 a i 2.2x4 compression web bracing must be installed where shown.. Incorporation of component a Me responsibility of the building tlesigner. � �I fr t V 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced al `7 s the responsibility of the erector.Additional permanent bracing of T o c and at 10'o.c reaph plywood unless braced Mroughout their length by DATE: 12/10/2015 the overall structure is theresponsiblityofthebuldingdesigner20continaoasshgamhgatehaacruiredlheresown+..y«an(Be> _,z(If�r R��� 3.2x Impact bridging or lateral bracing required where shown*contractor. S E K 15 8 9 67 9 4.No bad should be appl ed to any component until after all brat ng and 4.Installation of lass Is the responsibili f the r 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive enironmeM, TRANS ID: LINK design loads be app lie4 to any component. and are ton Mry condition'.of use. sign S.ComWTma has no control over and assumes no responslbllity for the 8 necessary. assumes bearing at all supports shown.Shim or wedge if EXPIRES: XPIRE ..12/31/2015/ 1/'201 fabrication,handling,shipment and installation components. 7. ry of Designassumesbeaedeoneoth drainage kprusse and 10,2015 8.This design is famished subject to the limitations set forth by B.Plates shall be located on both laces of truss, placatl so they center TPIIWPCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Diggs indicate size of plate In Inches. M:Tek USA,Ino./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-33) 36 3-5=(-161) 127 BC: 2x9 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-69) 49 WEBS: 2x9 KDDF STAND 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -61/ 367V -20/ 63H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -24/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 2'- 10.1" Allowed = 0.279" 4-11-04 0-03-12 MAX TC PANEL TL DEFL = -0.043" @ 2'- 8.1" Allowed = 0.919" f T 1' MAX HORIZ. LL DEFL = 0.000" @ 4'- 11.2" 12 MAX HOAR. TL DEFL = 0.000" @ 4'- 11.2" 4.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 3 -/ load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N I O O I N M im 1 1 2 +v 5 o M-3x4 M-1.5x3 y 1 l 4-11-04 0-03-12 b Jy 1-00 5-03 --- 89200P r' JOB NAME : POLYGON NW PLAN 7-B NH - E3 Scale: 0.5895 WARNINGS: GENERAL NOTES, unless othenvise noted: ©T'iCl�©� t Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ends for an individual R Truss: E3 and Warnings before construction commences. building componentApplicability of design parameters and proper � �1l �a 4A. 2 2x4 compression web bracingmuffibenslaII dwhereshownv. incorporalonofcomponentistheresponsiblityofthebuildingdesigner a�Q 7 14, 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at °� �� s the responsibility of the erector.Additional permanent bracing of T o e and at 10 o c respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) R'_RRA- DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.Zt Impact bridging or lateral bracing required where shown+t 4.No load should be applied to any component until after all bracing and 4.InWellatbn of truss is the responsibility of the respective contractor. SEQ. : K 15 8 9 6 8 0 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. andgn summaddare for"dry itof supportswedge bean loll shown.Shim or If EXPIRES. 12/31/,2015.. D,. EXPIRES:Ct7 L/ /L J fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 1 0,2015 B.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in BCSI.copies of which will be furnished upon request. lines onincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E la For basic cannector plate design values see ESR-1311,ESR-1g88(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" ICOND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 ROOF #1&13TR LOAD DURATION INCREASE = 1.15 BC: 209 KODF #1313TR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall VON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1X2 or equal typical at stud Verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 3 12 4.00 ti 0 0 N 2 N in M-3x4 9 l J. y 1-00 5-03 41---:'-c°''''''-'63S•1:-:1" f31 GSlQf E JOB NAME : POLYGON NW PLAN 7—B NH — E4 �� Scale: 0.7524 t, F'��� WARNINGS: GENERAL NOTES, unless othenvse noted, �� OREGON w - , • Truss E4 1.Builder and erection contractor should be advised of all General Notes The design Is based only upon the parameters shown and is for an Individual 47.. I • and Warnings before construction commences building component Applicability of design parameters and proper .e) '7 y' 14 -y.. 2.2x4 compression web bracing must be installed where shown+ incorporation ofcomponent Is the responsibility of the building designer. '�✓ �ayy ^Y ! 3.Additional temporary bracing to insure stability during construct on 2.Design assumes the top and bottom chords to be laterally braced at ��R RILL - b the responsibility of the erector.Additional permanent bracing of T o c and at lb c c respectively unless braced throughout their length by _ DATE: 12/10/2015 the overall structure is the responsibility of buildingdesigner. 2 continuous sheathing such as plywood required sheathing(TC) drywall(BC). sponsi y o 3.2x Impact bridging or lateral bracing where shown++ SEQ. : Ki5 8 9 6 81 4.No bad should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �+ ^(( ..II(( .I TRANS ID: LINK design loads be applied to any component. and ere or"dry condition.wing use. EXPIRES. 12y If20 I' 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports Shawn.Shim or wedge if fabrication,handling.shipment and Installation of components. necessary. December 10,2015 8.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage Is provided. 8.Rates shall be located on both faces or truss,and placed so their center TPINVTCA in B151,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7 1 L-E 9.Digits indicate size of plate in Inches.p ( ) 10.For basic connector plate design values see E58-1311,E5R-1988(MITek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. Iran Dimensions are in ft-in-sixteenths. I1T4‘ 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 or X-bracing,is always required. See BCSI. ISIIEIMIMIMIMINFEEMIIMIN 2. Truss bracing must be designed by an engineer.For 0.1/f 6 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor 1 pbracing should be considered. lia O� O3. Neverstackexceedmaterialstheon designinadequatelyloadingbracedshown andtrusses.never U U 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate Oitaiil C7-8 ce-, cs-e O, designer,erection supervisor,property owner and plates 0-14g' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. $ Unless eyed moisture content of of fabrication.lumber 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 i� Indicated bysymbol shown and/or SYP represents values as published specified. �i Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Ne** Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. 17.Install and load vertically unless indicated otherwise. ® number where bearings occur. li Min size shown is for crushing only. ��; 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National p Design Specification for Metal 19.Revieandw all portions of this design(frontpictures alone back,words picturesuse. ng Plate Connected Wood Truss Construction. isnot sufficient.(before DSB-89: Design Standard for Bracing. n BCSI: Building Component Safety Information, I� 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, owiANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013