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Plans (293) II=Mil 0 C\L tC 1111 MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-264_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45 124648 thru R45 124656 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. p PR OFe,s, c2, ' GlN ' 4 >a 44' 89782PE fir" 7 OREGON it, �'•� ``:9 '9RY 1� 2 , 11' p4UL 0' ,,,A2 August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON 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 I 1-o-0 1 P5-6 I I 1a-0 I fes&'-I 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 a ' a N Xa NIS, /fr.D e/ a/N / \- / ' N e 2 23 22 21 20 19 18 17 3x5= 3x5 = 1.5x3 11 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 Y)- [8:0-1-8 Edge] [19:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress Incl NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0 hE LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1671/0,3-4=1671/0,4-5=2270/0,5-6=2270/0,6-7=-2493/0,7-8=2493/0,8-9=-2423/0,9-10=2423/0, 10-11=1991/0,11-12=1991/0,12-13=1193/0,13-14=1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=-904/0,14-17=0/766, 12-17=620/0,12-18=0/498,10-18=384/0,10-19=1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard "\. . C. PR o' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 \� •�G�OIN8 /o Uniform Loads(plf) ,c,, 29 Vert:16-24=8,1-15=80 j�7 �PE Concentrated Loads(Ib) le- Vert:2=-674(F) / - ow • 9' OREGON �'4' EXPIRES: 12/31/2016 August 7,2015 8 , mil- ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/1612015 BEFORE USE. » Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 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/TPt1 Quarrly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citn,s Heightc CA 55810 Job Truss Truss Type Qty Ply POLYGON R45124649 PL15-264_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:54 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-XbOZzFYuCATEPMi39xj11 QOZ6MZomLdfZNgfkdygBiR I 0-10-12 I I 1-2-0 I I 0-10-8 I I 2-6-0 Scale:12"=1' 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 34x4= 4 5 6 7 8 a • v No e o e 1: 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 I I 4x6= 3x6= 3x4= 1-1-12 11-8-12 12-3-12 1 13-8-4 I 1-1-12 0-7-0 0-7-0 11-4-8 Plate Offsets(X Y)— [2:0-1-8 Edge1.13:0-1-8.EdgeJ LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-1502/0,4-5=-1502/0,5-6=-1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=382/0,2-14=1170/0,7-9=1316/0,7-10=0/704,5-11=-471/0,4-11=-345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PROp- ,,c51/4 2 Q 8•782PE.44 �` ' OREGON a'' 'A U L > �J EXPIRES: 12/31/2016 August 7,2015 e 0 ®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 MTek connectors.This design is based only upon parameters shown,and is for an individual building component. ' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1/11 'f is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of theTeR- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Crieda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cifnrc Hnightc GA 95616 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-?nyxAbZWyUc51WHGifEXZdwpLm?ZVgaoolaDG3ygBiQ I 2-6-0 I 1a1 1 1-2-0 1 1 0-8-14 I Scale=1:22.8 1.5x3 II 1.5x3 II 3x4 = 3x4= 1.5x3 II 3x4 = 1.5x3 II 1 2 3 4 5 3x4= 6 7 8 • e 0 o e • o e I..—11411111111111111111111111111111111111111114111111111111111111111i —/— _\ N SII 14 13 12 11 10 3x4= 3x6=1.5x3 II 1.5x3 I I 3x6 = 3x4= I 5-10-2 16-52 17-0-2 I 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [4:0-1-8 E rge].]5:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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. �(( O PR ort ��5 OI N�F-7 /. 2 ��• 89782PE �v" Y7OREGON '-, , , 1;9,k PAUL 9"4"4 EXPIRES: 12/31/2016 August 7,2015 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BY! E fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 Quarrfy 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 niters Heights CA csern Job Truss Truss Type Qty Ply POLYGON R45124651 PL15-264_UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMIm6rT v91TEGtylhJmpVygBiP 1 2-6-0 I I 1-8-6 1 I 1-2-0 1 1 0-8-14 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 0 0 I _ 0 e IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII - 101.1.111.111.11.111.1111. '- \e N 9 o o _ 1 A& 13 12 11 10 3x4= 3x6= 1.5x3 II 1.5x3 11 3x6= 3x4= 1 7-0-14 17-7-1418-2-14 I 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)- 14:0-1-8.E.ge].[5:0-1.8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 400 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. (lb)-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. -tV' PRC1F4c6 �,. ��G]NEFR s�a_9_ 9782PE 1. OREGON c)'• EXPIRES; 12131/2016 August 7,2015 4 0 mii ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 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 !Allele k• 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,DSI-89 and SCSI Building Component 7777 Greenback Lane Safety Information available born Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 cans Reigns CA o561n 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 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMIm6rT 19JyEJXy1hJmpVygBiP I 2-0-10 I I 1-2-0 1 1 0-8-14 11 2-6-0 I Scale=1:18.0 1.5x3 I1 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 s e ti4 —..---------- --------------------'- - \ 0 N -e o- ., e 1 10 9 8 1.5x3 II 1.5x3 11 3x6 = ! 3x4= 3x4= I 2-3-10 1 2-10-101 3-5-10 I 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)— (2:0-1-8.Edge]L3:0-1-8 Edge] LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/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 Ina YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 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. ��g,ED PRoF4 ca \GIN /Q 89782PE -Ail"- -v •REGON �'� xlRy 446 -� aA U L R��� EXPIRES: 12/31/2016 August 7,2015 t 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.02/16/2015 BEFORE USE. eanw Design void for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component. �Y Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the IYE erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �R{�-Tek. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DS6.89 and SCSI Banding Component 7777 Greenback Lane Safety Infonnalion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. suite 109 (:Bmc HeightS.(:A QSa10 Job Truss Truss Type Qty Ply POLYGON R45124653 PL15-264_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-yA4hbHamU5spGpReg3G?e203vZYjzhM5FL3JLyygBiO I 2-6-0 I 2-1-12 1 1 1-2-0 I I 0-9-8 1 2-3-0I i 1-2-0 I I 1-4-0 I 1-6-0 1 Scale=1:27.8 1.5x3 I I 3x5= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 I I 1 2 3 4 5 67 8 9 10 e / —0 7 e a e e a o e . e e e 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 3x5= 3x4 = 12-10-12 I 4-10-12 15-5-12 16-0-12 1 11-8-12 12-3-121 I 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)— [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/defl 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 Ina YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2351/0,3-4=2351/0,4-5=-2351/0,5-6=2679/0,6-7=-2679/0,7-8=1863/0,8-9=-1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=304/0,415=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. <0"\C-76.‘„,\Gi N EA:9"9/0 v, \-v,t4 PR©Fe. Q 89782PE T- s 7 OREGON ©"t" EXPIRES: 12/31/2016 August 7,2015 4 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 Mack connectors.This design is based only upon parameters shown,and is for an individual building component. ild 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/TP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citnrc Noightc CA own Job Truss Truss Type Qty Ply POLYGON R45124654 PL15-264_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:58 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-QMe3pdbPFP_guzogOnnEBGYKrz?RiD8EU?ottOyqBiN I 1-9-14 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 I Scale=1:17.6 1.5x3 I I 3x4 = 1.5x3 I! 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 e e e e 0 N e e a 11 10 9 8 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4 =- 1 I 2 0 14 12-7-14 I 3-2-14 I 9-4-4 I 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)— [2:0-1-8.Edge].[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=-796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,s,,,EO PRQp �c:;O * GIN i fQ 2 ' 89782PE / iIII y, •REGON ,'� 9Rk pA UL E, ,,a EXPIRES: 12/31/2016 August 7,2015 t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �F 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 6 x. e 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/nP11 Quality Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informalon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r.ifnrc Heights CA 415810 Job Truss Truss Type Qty Ply POLYGON R45124655 PL15-264_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKotyJvgB-uZBSOzc10j6XW7b1 xUJTkT5MGNFRRbbOjfYQPgygBiM 1 2-6-0 I 2-1-12 1 1 1-2-0 I I 0-9-8 I 2-3-0 I I 2-3-0 1 1 1-2-0 110-8-8 1 Scale=1:28.5 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I 14x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 / V , e - e e e e ee 1.'''''' 16 15 14 13 12 ..es_ 3x4 = 3x4= 3x4 = 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 I 4-10-12 is-5-12 16-0.12 1 11-8-12 12-3-121 I 16-4-4 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 Plate Offsets(X.Y)— [7'0-1-8.Edge],[12:0-1-S.Edge].[15.0-1-8.Edge] [16:0-1-8 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 0.71 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. (Ib)-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. (AO PR Optr, 061 ,NT2 89782PE x ./ ' Mill -72 •REG©N o EXPIRES: 12/31/2016 August 7,2015 e ! ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MlI.7473 rev.02/16/2015 BEFORE USE. Design void 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 IMUI is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Mile R erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 VB 1 fabrication,quality control storage,delivery,erection and bracing,consul ANSI/TP11 Quality Criteria,DSB-89 and BCSI Budding Component 7777 Greenback Lane Safety Informaton available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Tome Neightn r'A 95610 Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264_UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-MIIgEJccfn0E�O7HADVCgiGheXZnbxA2zXyJHyHygBiL I 2-6-0 I 7-1-12 1 1 1-2-0 110-9-8 I 2-3-0 I I 2-3-0 1 1 1-2-0 I Ifn1 Scale=1:28.2 4x4= 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • e _ a e e �_ o - o , iiiii\ N e• ee e 1. 16 15 14 13 12 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 I 4-10-12 15-5-12 r-0-12 1 11-8-12 12a121 I 16-2-8 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 8-7-0 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 Lid 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 lncr 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. ticcO PROp, • S 8'782PE c' -7 OREGON �''t"4 EXPIRES: 12/31/2016 August 7,2015 4 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 MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the p�pT� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYE 1 fabrication,quality controL storage,defvery,erection and bracing,consult ANSI/TP11 Quality Criteria,051-89 and BCM building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 r:itnx Neight%(:A scei n Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3j" Center plate on joint unless x,y to scale) 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 (Drawings not offsets are indicated. Damage or Personal Injury grail Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0_1/16„ 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 4 may require bracing,or alternative Tor I AMIIM. L\111 ri lii II ocz bracing should be considered. 1...140, O Ai ° 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7 e c�7 cs e ,-- designer,erection supervisor,property owner and plates 0 "ii' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. 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 in all respects,equal to or better than that �! Indicated by symbol shown and/or specified. by text in the bracing section of the output. Use T or I bracing 13.Top chords must be sheathed or purlins provided at 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. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. likM0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MIN 18.Use ofteen or treated lumber may y pose unacceptable -.1 environmental,health or performance risks.Consult with Industry Standards: ANSI/TPII: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. M e BCSI: Building Component Safety Information, lIe w20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 MiTek� 1111 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. �<( c P R Ore Y' G1NF� �p 892O0PE ' 7 4 OREGON\ �oQ i0 -q}.' 14, 2.° P.... MFRRttL 404 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" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND INC 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 I 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 6.00 I M-4x4 d 6.00 MoAdlllI1I1t 111111111iiiiiiiiiiiiiiiiii.... 1 n 0 0 M-3x4 M-3x4 4 0) PR opt. y 1-00 y 16-06-08 co y 1-00 l c` . ,,, ..E�'� cSj2, 4 :9200PE �r JOB NAME: POLYGON NW PLAN 7—B NH — Al Sale: 0.4000 .-�sy • y` y,/it WARNINGS: GENERAL NOTES, unless ethanols.noted. /I OREGON wa 1 v 1.Builder and erectlon sentrador should be advised of an General Notes 1.This design b based only upon the parameters shown and N for an individual / --1), 2.�� �4"4 Truss: Al and Warnings before contraction commences. budfi g component.Applicability of design parameters and proper T V 2.254 compresslen web bracing must be Installed Were shown v. mwrponlbn of component Is the responsibility of the bolding designer. NO 3.Additional to brad to insure&bnity during construction 2.Designassumes the lop and bottom chords to be laterally braced at en R 1 S �, temporary Y o.c.and et lir este reap,ctNely unless braced throughout their length by ML A- 7 the reeponsidlly of the erector.Additional permanent bracing of continuous"haatNng such es plywood sheathing(TC)andfor dowal(BC). DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 3.2e Impact bridging or lateral bruins required where shown.. S E K 15 8 9 6 6 6 4.No bad should be tippled to any component until after el bradng and 4.Installation of truss b the ap reonalbllty of the respective contractor. Q'' fasteners are complete and at no time should any loads greater than B.Design aaaumaa tmaaes are to be used In a non-corrosive environment. EXPIRES:,� /,,�/,Q1 5 TRANS I D: LINK assign lead.be applied to any component. end are for"dry condition'of use. 5.CompuTnn hes no control over and assumes no responsibility or the E Design assumes full bearing at all supports shown.Shim or wedge If fabrication.handling.shipment end hntalletlsn of components. as.a ss December 10,2015 8.ml.design Is h.nlahed subject to the limitations set forthT.Design assumes aced en orehuge Is truvld.a. by e.Plates Inc.wind be Iihaslo on both faces or wee,and placed w their center TPVWfCA m SCSI.copies of which MI be furnished upon request. ISI indicate with joint tenter Mae. 9.roneIatooxneb:er ofpistemgnoat MiTek USA,Inc./CompuTrus Software 7.6.7(1L}E 10.Fon basic connector plat design valves roe ESR-1311,ESR-1988(IATeh) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-378) 1590 3- 8=(-326) 309 BC: 2x4 KDDF t1&BTR SPACED 29.0" O.C. 2- 3=(-1751) 477 8- 6=(-431) 1590 8- 4=(-121) 934 WEBS: 2x4 KDDF STAND 3- 9=(-1351) 268 8- 5=(-326) 306 LOADING 9- 5=(-1351) 256 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1751) 502 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 92.0 PSF OVERHANGS: 12.0" 12.0" • LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -125/ 809V -82/ 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 floc 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 = 1.092" 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 = 0.059" @ 16'- 1.0" 1. ' T MAX HORIZ. TL DEFL = 0.091" @ 16'- 1.0" 4-04-11 3-10-09 3-10-09 4-04-11 '1 T T T T 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 '�.:( (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 M-1.5x3 3 8 M-5x8 M-3x4 M-3x4 m in o c y I� 1 -Y o 6 7 0 0 .. 3.00 3.00 12 12 1 ) y y y 1-00 8-03-04 6-03-09 1-00 P R oFe} y � � V t16-06-08 C3 �r1N " = �• 9A- 8920OPE t" JOB NAME : POLYGON NW PLAN 7-B NH - A2 �� Scale: 0.3183 �.On <:9" ''''. `- WA Builder WARNINGS: O.This NOTsb, unless n the ar noted. 7 OREGON ,. Truss: A2VP rt anlderassneradbnen.1nnrsnoutsbenceintl of al General Notes Thisdesign 1phuedopNuponthe parameters design perimeters and isofor en individual she Warnings before construction commences. binding component.Appint Is t y of sponse pnameMn and proper a,.ba.. 2.2r4 compression web bracing must be installed where ahovm+. Incorporation of component�.IM rue nhe responsibility of the bolding designer. �+"� 1.- 3.Addebnsl temporary bracing to Mame si.51)19 during construction 2.Design assumes the top and bottom Mord.to be laterally braced at F, Is me responsibility of the erector.Addelenal permanent brodng of 2'c.c.and al 10'o.c.reepedWeM unless braced throughout Ihelr length by l� DATE: 12/10/2015 the aweral sirucfure lathe n oontlnuous sheathing such as plywood sheathing(TC)and/or drywal(SC). ✓f 7 �5 j� eponsiblity of the balding designer. 3.7.Impact bridging or lateral brodng required where shown++ 4- SEQ.: Ki5 8 9 6 6 7 4.No load should be appwd to any component unti after al bradng and 4.Installation of tons la the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ars to be used In a non-con-mitre environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTM Ms no control own and assumes no responsibility for the B.Design assumes full bearing 81 al supports shown.Sohn or sedge If EXPIRES: 12/31/2015 necefabnntlun,handling,shipment and Installation of compent°. eery. e.TMs design A furnished subject to the limitations oat forth by 8.Pkb;ahall be located n°beth ttmso is provided. ues°and placed n their center December 10,2015 TP9WICA in SCSI,copies of which will be finished upon request. line°coindde With)old center line. 9.Digits MTek USA,Inc.(CompuTrus Software 7.6.7(11.)-EO E .For basic connectoate stre rInches. plate designes. es. sea ESR-7377,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-251) 92 10- 3=( -12) 169 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2- 3=( -69) 347 10-11=(-255) 90 3-11=( -470) 164 WEBS: 2x4 KDDF STAND 3- 4=(-146) 779 11-12=(-682) 251 4-11=(-1145) 248 LOADING 4- 5=( -74) 220 12-13=( -48) 472 4-12=( -95) 806 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -85) 246 13- 8=(-241) 848 5-12=( -361) 143 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-566) 90 12- 6=( -765) 194 TOTAL LOAD= 42.0 PSF 7- 8=(-980) 274 6-13=( 0) 450 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 13- 7=( -346) 219 LL = 25 PSF Ground Snow (Pg) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (aura). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -61/ 213V -135/ 135H 119.00" 0.34 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 5'- 1.0" -72/ 109V 0/ OH 119.00" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 11.0" -231/ 1605V 0/ OH 119.00" 2.57 KDDF ( 625) 26'- 0.0" -109/ 613V 0/ OH 5.50" 0.98 KDDF ( 625) REFER TO COMPUTRUS STANDARD GABLE END DETAIL FOR DETAILS ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. NOT SHOWN. VERTICAL DEFLECTION LIMITS: LL=L/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" 13-00 13-00 MAX TL CREEP DEFL = -0.065" @ 17'- 8.8" Allowed= 1.042" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed= 0.100" f T MAX TL CREEP DEFL =-0.003" @ 27'- 0.0" Allowed= 0.133" 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 f f f ' '( 'f '( MAX HORIZ. LL DEFL = 0.021" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.034" @ 25'- 6.5" IIM-4x4 12 M-1.5x4 4.0" 6.00 M-3)65 •y-+(M-3x5 Design conforms to main windforce-resisting M-3X5 _ M-1.5X412 system and components and cladding criteria. M-3x9M-3x5 46.00 • Wind: 190 mph, h=22.Oft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 M-3X9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '''''....: load duration factor=1.6, �. End vertical(s) are exposed to wind, I , Truss designed for wind loads M-3X6 in the plane of the truss only. 1.5x3 r, 114 M-2.5x4 or equal at non-structural diagonal inlets. 13 Truss designed for 4x2 outlookers. 2x4 let-ins M-Sx6 M-3x9 of the same size and grade as structural top 01;01,11.....0011001111.11.11 o 2 o chord. Insure tight fit at each end of let-in. o 12 outlookers must be cut with care and are _ M-3x8 'oB • yo permissible at inlet board areas only. 0 I M-ll�x3 1I-5x10 0 0 M-3x4 ..3.00 3.00 . 12 12 G 1�99 y 9-11 y 3-01 y 4-08-12 y 8-03-04 y '<''(' �� Pn0I 1-00 9-11 y 7-09-12 y 8-03-04 1-00 <c.;• `�Gr�� ' ) %9. 1-00 26-00 1-00 $� C)F'E. r" JOB NAME: POLYGON NW PLAN 7-B NH - B1 ,. M !r ... Scale: 0.2048w CC WARNINGS: GENERAL NOTES, unless otherwise noted 30 +I OREGON t,, pi 1.Bolder end erection contrastdal mukl be advised al General Notes 1.This design le based only upon the parameters shown end M for an individual Truss: B1 and Warnings before canetrucibn commences. building component.Applicability of design parameters and proper ''0 14 2.264 compression enb bradng must be Installed where shown s. - incorporation of component is the roeponslbAlN of the building designer. 3.Additional temporary bracing to Insure edibility during construction 2.Design assumes the tap and bottom chords to M laterally braced at �.""�R t Y i ; lethe reap:melba&el the.rodor.Additional permanent bredng of 2nginuaona eheathingresuch..plywood M thmg(TEctively unless braced (throughout their drdrywal(BC)).. iy i•Y DATE: 12/10/2015 the overal structure lathe responsibility of the building destgner. 3.3 lmpad bridging or lateral bradrg rewired where shown+ S E Ki5 8 9 6 6 8 4.No load should be applied to any component until after all bracing end 4.Installation of was is the responsibility of me respedNe contractor. EXPIRES: u F] Q• fasteners are complete and et no time should any loads greater than 5.Design assumes wssas are to be used In.noncorrosive environment, C/tt P(fi ES:.12/31/2015 design bads be applied to any wnponent, and are far-dry condition'o/use. TRANS ID: LINK 5.cempuTru.has nocontrol over end a°wmesnoraaponaml6yfor m. S'°esi9"°°f1"1°°h'lb°°""g°ta"wppo"°°^°"'".smmarw.ag.11 December 10,2015 fabrication.handling,shipment and bstellalon of components. coassry 7.Design assumes ailed on ofecdrainage h i provided. 6.This design is furnished wbJed to the limitations set forth by S.Plates shall be located on both taws dims,and placed w their center TPI,VTCA in SCSI.copies of which s41 be furnished upon request. Anes colndde with Joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CORipuTruN Software 7.6.7(1L(-E 10.For basic connector pieta design values see ESR-7377,ESR-19136(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-297) 1599 10- 3=( 0) 228 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1886) 361 10-11=(-249) 1591 3-11=1 -378) 107 WEBS: 2x9 KDDF STAND 3- 4=1-1979) 359 11-12=(-171) 1308 9-11=1 -85) 76 LOADING 4- 5=(-1343) 362 12-13=(-936) 2628 4-12=1 -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=1 -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 = 92.0 PSF 7- 8=1-3145) 715 6-13=1 -191) 1928 OVERHANGS: 12.0" 12.0" 8- 9=1 0) 50 13- 7=1 -104) 165 LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND TRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDIF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.170" @ 17'- 8.8" Allowed = 1.259" MAX TL CREEP DEFL = -0.335" @ 17'- 8.8" Allowed = 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 13-00 13-00 f i .' MAX HORIZ. LL DEFL = 0.098" @ 25'- 6.5" 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX HORIZ. TL DEFL = 0.162" @ 25'- 6.5" f f f f 1' 1 1 12 12 6.00 M-4x6 ' 6,00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 5 .i" Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3X4 load duration factor=l.6, End vertical(s) are exposed to wind, 4 Truss designed for wind loads M-3x6 in the plane of the truss only. M-3x9 3 M-1.5x3 7 PR 13 ,�, M-5x6 =M-4x4 01, o rn 2 0 c 1 8' �" M-3x10 9 a 0 10 11 0 1M-3x4 M-1.5x3 M-5x10 i 0 0 -.4=13.00 3.00 . 12 12 5-01 4-10 3-01 4-08-12 8-03-04p P 1-00ROFe 9-11 7-09-12 8-03-04 1-00 ��� I :S1 44, 26-00 89200PE �� JOB NAME : POLYGON NW PLAN 7-B NH - B2 Scale: 0.2048 _,,B. fir WARNINGS: GENERAL NOTES, unlessotherwiseenoted wCr 1.Budder and erection contractor should be advised of al General Notes 1.This design b based only upon the parameters shown and h for en Individual OREGON y... Truss: B2 and Warnings before construction commences. budding component.Applicability of design parameters and proper �, e l 2.2a4 compression web bracing meat be Installed where shown C. Incorporation of component Is the rasponeibdiry Ortho building designer. / �,,- 2.�� 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop.et bottom seechofor to be througaterallyhout braced at - 1 4 s h the rospanelbhtay el Me erector.Additional permanent bracing of con c end et 10 o c nape a.plywood y unless braced throughout their length by I.., `_ r(epact rger Steh as adng i %h rs a andiown 0 drywaA(BC). /..�.f`+ l DATE: 12/10/2015 the aversestructure is reponeroNryoraleermane designer, J.2aImpact bridgingsheathsr requiredlateralbracingIng(T.Hewn+si 1itL S EQ.• K 15 8 9 6 6 9 4.No load should be applied to any component unlit after ail bracing and 4.Installation of was is the responsibility of the respective contractor. fasteners era complete and at no the should any loads greater than 5.Design assumes suss.are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to anycomponent. and are Cedyeonanlon^ofass. S.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NI bearing al all supports shown.shim or wedge If wary. EXPIRES:12/31/2015 fabrication,hI.ndling,shipment and installation of components. 7.Design assumes adequate drainage h provided. December 1 0,201 5 S.This design is Nmiehed subject to the limitations net forth by B.Plates shel be located on both feces of Inns,and placed so their center WWI'CA In BCSI,copies of which all be furnished upon request. lops wlndde with joint center Imes. 9.Ogite Indicate s5e of plate in Inches. Mftek USA,Inc,/CornpuTrus Software 7.6.7(1L)•E II.For bees connector Ode design values see ESR-1311,ESR-1985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-270) 1528 3- 8=(-383) 258 BC: 2x9 KDDF 81&BTR SPACED 29.0" O.C. 2- 3=(-1813) 396 8- 9=(-124) 1001 8- 4=(-128) 638 WEBS: 2x4 ROOF STAND 3- 4=(-1590) 399 9- 6=1-298) 1528 4- 9=(-128) 638 LOADING 9- 5=1-1590) 399 9- 5=(-383) 258 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 396 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PIF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.063" @ 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 4 1 4 6-09-04 6-02-12 6-02-12 6-09-04 Design conforms to main windforce-resisting f f f f f system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4X6 Q 6.00 (AID Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 .1-4' Truss vertical(s) are exposed to wind, Truss designed for wind loads t\ ' in the plane of the truss only. M-1.5x3 irillilerM-1.5x3 3 / ro M w y- 1 4 4r III as 0 e 9 • o I M-3x4 M-3x4 M-3x4 M-3x4 0 0 M-3x5(5) l 1 l 1 . 8-10-03 8-03-11 8-10-03 rtD PIlor y 10-00 y 16-00 y �c - .VGIN1E 1� ,'% 'T 1-00 26-00 1-00 44./ 17 89200PE r' JOB NAME : POLYGON NW PLAN 7-B NH - B3 Scale: 0.2048 �' � /r'y.-. I.Bald . O. hRAe is NOTES, uMess upon hevhe noted:teOREGON 4' I.Balder and erection contractor on co be commences. of al General Notes 7.This design p based only upon Applicabilitytheo p design n steed ant Is for sn mdNduai 'v yam, Truss: B 3 and Warning•bee•condnmtlon nenuneonse bolding component.ponent of chain warmers and proper t 2.Dot compression web bracing mud be Installed where show, incorporation of component le the rosponsibrnty of the building designer. "Q 4}r' 14 1 2.° �4 3.Additional temporary bracing to Insure debility during construction 2 Design and .t IS the lop and bottom unlesscholer to les lehrely bresstl dei le Ne ro•ponsibllly et he erecter.Addllerrol M brodng of T e.e.ane et ea Data reao)r.a plyood.braced throughout ince length by 12/10/2015 the overel dueled Is the responsibility of the buldi a continuous sheathing or eters dee bradng g re uir a where s sosrandrs drywaq(BC). '-_! '. R11..\.- DATE: . ns designer. 3.2s Impact bridging or eters' required where shown.. SEQ.: K1589670 4.Na bad should be applied teany componentuntil after albradngand 4.IInnetalatio�r�ea Inn•hhercespesilIaryyAfinsrespective pecroe�raactor. fasteners are complete and.t no Oma should any loads greater than s TRANS I D: LINK design bads be applied to any component. 6 and sign for r ndi adds at all supports drown.shim or wedge if 5.CompuTrruehas nocontrol over and assumes noreeponsibiMyfor he �,e,ry. EXPIRES:12/31/2015 fabrication,handling.shipment and lnetall.sen of component.. 7.Design assumes adequate drainage is provided. December 10,2015 8.This design Is furnished cabled to then limitations set forth by 8.Plates shag be located en both faces of erose,end placed so their center TPWVTCA in SCSI,copies of which 0,41 be furnished upon request. Ines colndde with Joint tamer Ikea S.Digits indicate sin of plate In hche•. MITek USA,InoicompuTrue Software 7.6.7(1L)-E to.For basic connector plat,design values sea ESR-1311.ESR-7888(MITch) 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: 2x4 KDDF N15BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-257) 1288 8- 3=( 0) 227 2x6 KDDF )415BTR T2 SPACED 24.0" O.C. 2- 3=(-1539) 383 8- 9=(-259) 1285 3- 9=(-448) 138 BC: 2x4 KDDF #1&BTR 3- 4=(-1080) 364 9-10=(-293) 1265 9- 4=( -94) 564 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 10- 7=(-293) 1268 9- 6=(-437) 200 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI 4- 6=(-1063) 337 7-11=( 0) 4 6-10=( 0) 153 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1495) 390 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.M-1.5x4 or equal at non-structural vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" Unbalanced live loads have been MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" considered for this design. MAX LL DEFL = -0.041" @ 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'- 8.8" Design conforms to main windforce-resisting 13-00 14-00 system and components and cladding criteria. 5-11 5-01 2-00 3-01 10-11 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ` (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 5 -M-4x4+ I load duration factor=l.6, 12 End vertical(s) are exposed to wind, 6.00 M-4X6 Q 6.00 Truss designed for wind loads 4 in the plane of the truss only. 4. M-3x4 M-2.5x4 or equal at non-structural diagonal inlets. M-3x4 T 3 z G m M-3x4+ co o 1 � 1 z B 90.25" 10 11 o o M-3x4 M-1.5x3 M-1.5x3 1 o M-5x8(S) M-3x4 `�`� Pilope 1 1 ), ), CJS GI I N E ,,,e 5-09-04 5-02-12 5-02-12 9-09-04 �„N {�� F6) ° 1-00 26-00 y w 89200PE r" JOB NAME: POLYGON NW PLAN 7-B NH - B4 "0 0eg . . Scale: 0.2298 .may OREGON r� �/t WARNINGS: GENERAL NOTES, unless othenviae noted r I- VO' EGON 1�. '. T r u s s: B 4 and Warnings before construction commences, building component.Applicability of design parameters and proper a' 1.BUNder and erection contactor shock,be advlaed eel General Notes 1.This design A based only upon the parameters shown end is for an individual .- © Y 14 2.2e4 corny ion.,.b bracing must be installed where shown.. incorporation of component i.me reeponsib8ty of building designer. a9 ,t+y 3.Additional tengrorery bracing to insure stability during conmruclron z.Dedgn s=wings the top and bottom awns to be laterally braced at 4 1 R`fi �. V is me responsibility of the erector.Additional permanent bracing or c we.and a a o.c.respectively unless breced throughout their length by C7 continuous sheathing such as plywood aired a g(TC)and/or drywaA(BG). DATE: 12/10/2015 the over°A structure Is the re.ponsiblity of the building designer. 3.ZR Impact bridging or lateral bracing required where drown 5• SEQ.: K 15 8 9 671 4.No bed should be applied to any component until eller al bracing end 4.Inetalation of truss Is the responsibility ty of the respective contractor. fasteners are compete and at no lime should any loads greater than 5.Design assumes trusses are t be used in non-corrosiveenvironment. EXPIRES:12/31./2015. design wad.be applied m am component. and are for"dry condition"of use. TRANS ID: LINK B.Des full et else n.ahewn.Shimorweeelf s.CampuTmahasnocontroloverandassumesnoresponsib°Iryforthe "°°"'m°° ° pp° ° December 10,20155 fabrication,handling.shipment and batalhgon of components. necessary.s d. S.This design is furnished subject to the limitations est funk 7.Design assumes acted an oface la alms., by B.Ins.s shall be locatedjoin an both faces of Iw0.and paced a their center MAMA In SCSI,ropes of which WI be furnished upon request. sines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrue Software 7.6.7(1L)-E 1o.For basic connector plate design values see E5R-1311,ESR-7988(MITSN) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 204 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed forwind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T T f 12 IIM-4x4 12 6.00 17' Q 6.00 3 0 c 1 1 M-3x5(S) M-3x4 M-3x4 l ), 10-00 12-00viktit) .110 11-00l 22-00 ~Co Iy: I ;'e' NS,.O c. i. 444 4 892001E fir° JOB NAME : POLYGON NW PLAN 7—B NH — C1 scale. 0.3558 --sail WARNINGS: GENERAL NOTES, unless otherwise noted 1.Bueder end erection contractor should be advised d/el General Notes 1.This design Is bawd only upon the parameters shown and is bran Individual Truss: Cl end Warnings before construction commences buNding component.Applicability of design paremetere and proper �L ,�y�R�Q� �� /Ly� x gv4 compression web bradng mad be In.tened where mown+. Incorporetron of component Is the responsibility Orme building eesigner. /0 '7$ 14 y'8(��Ji4 3,Additional temporary bracing to Insure etefoSs during construction 2.Deem.assumes the tap and bottom glome to m laterally Gamut el G is the roaponsibsh/of Me erector.Additional permanent bracing of n o.c.end al 10 a.c.ouch..el y unless bread throughout their length by continuous sheathing such as pywood g(TC)envoy drywsl(BC). ,4.''3 R I L--^ DATE: 12/10/2015 the o.eral structure I.the responsibility of the building designer. 3.a Impact bridging or Were!bredng rewiredhed"nue shown•+ 111 S E K 15 8 9 6 7 2 4.No load should be applied to any component until after all bredng and 4.Installation of truss 1s the respondbltty of the respective cant edor. Q'' (listeners are complete and at no time should any bads greater then 5.Dedgn assumes trusses ere to be used Ina noncormelve environment, design bads be applied to any component. end are for"dry condition"of use. TRANS ID: LINK6.Design assumes full beeringataleappodssham.Shlmurwedge if EXPIRES:12/31 2015 5.compuTmwu .has no control over end emee no responsibility for the necessary. fmdwtien.handling,shipment end Installation of components. 7.Design assumes adequate drainage Ieprovided. December 10,2015 e.This design I.furnished subject to the lbnmlicns set fddh by 5.Plates shall b be located on both faces of truss,and pleaw d their wryer TPWyTCA In SCSI,espies of which All be furnished upon request. lima windde with joint center lines. 5.Digits indicate oh.of Mete In Inches. '.. MTek USA lnc./CompuTrus Software 7.6.7(1L)-E to.For basic connector pate design values see ESR•13/1.ESR-t9e8(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 #14BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x9 KDDF #18BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PIF 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 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 11-00 11-00 1 T T 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting T f '( T T system and components and cladding criteria. 12 12 6.00 M-4x6 Q 6.00 Wind: 140 mph, h=15ft, Cet.L=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 .f-,( End vertical(s) are exposed to wind, D1Truss designed for wind loads in the plane of the truss only. M-1.5x3 N1-1.5x3 rn o n 0 wo p 1 2'‘ = 9 's. 7 6 01 I M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 0 1 1 1 1 7-06-03 6-11-11 7-06-03 1 y 10-00 1 12-00 1 1 4.hC' 6151 1-00 22-00 1-00 ,r,vC'~ g0p 0777. JOB NAME : POLYGON NW PLAN 7-B NH - C2 Scale: 0.2433 -"'�' � _ WARNINGS: GENERAL NOTES, umessatherxtse noted: w Cr 1.Builder and erection contractor should be advised grail General Notes 1.This design Is based only won the parameters shown and a for an Individual ,4:4,!,/ Truss: C2 and Warnings before construction commence". building component.Applicability of design parameters end 2.Dia compression web bradng must be metalled where shown, incorporation of component Is the roeponabAlty of the building e setter. '�%n `+C��,- s 2. 4 3.Additional temporary bracing to Insure stability durmg consln¢Ilon 2 Design assumes the lop era bottom chords to be laterally braced al V Ie the rceponsibillty of the erector.Additional permanent bracing of 7 o.c and et 10'o.c respectively unless s ttd throughout melt bnglh by DATE: 12/10/2015 the overall structure lathe n reabiuIa sped sheathing such as plywoodedng re uit sheathing(TC)ere and/or dryw.A(Bc). '11 R ��" ape ry of bunting designer. 3 a impact bridging or lateral bracing requited where mown on r'7i SEQ.: K 15 8 9 6 7 3 4.No load should be applied to any component until after all bredng and 4.Installation or truss is the reeponsibiflty of the reepecttee contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes hisses are to be used In a noncorrosive environment T RAN S I D: LINK design loads be applied to any component. end are for Idly sandhion^of use. 5.GompuTrue has He control over and assumes Sc responsibility for the H.Design assumes full heating al all supports Mown.Shim or wedge If EXPIRES:12/31/2015 fabrication,handling.shipment end msttaeton of components. 7.Designssumes adequate drainage is provided. December 10,2015 8.This design Is furnished subject to the limitation"set forth by 8.Plate"shall be bated en both faces of trans,and pieced so their center TPINWCA m SCSI.copies of which wig be furnished upon request. Anes coincide with Joint anter Ilnee. MiTek USA,Inc./Com Trus Software 7.6.7(11_)-E 9.Digits indicate We of pate b Inches. fwt0,For bean connector pate design values eee ESR-i=ii,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #laBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #l&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.0, MWFRS(Dir), TOTAL LOAD= 92.0 PIP load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PIF 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 DON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 4-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 ' T T 1212 IIM-4x4 6.00 3 Q 6.00 4 ol o rno 20 lI o 03 I oI M-3x5(S) o M-3x4 M-3x4 y l 1-00 10-00 22-00 12-00 �� �f. Sfd 2 4`` :9200PE - JOB NAME : POLYGON NW PLAN 7—B NH — C3 Scale: 0.3558 r•• WARNINGS: GENERAL NOTES, anise.otinrwhe noted: ~ y'�[ /'�/'y R� j 1.Balder and erection contractor should be advised of el General Notes 1.This design I based only upon the parameten.hown and is for an Individual OR�l; OI Y A, V.j Truss: C3 and Warnings before construction commences. building component.Applicability of de.yn promoters and proper -'B' V 2.Dot compression web bndrg must be Installed where shown v. incorporation of component I.the rospondbAily of the balding Oasigner. /I`h 4�/ 14 y i 4 3.Additional temporary bracing to Insure.1.81510 during construction 2.Design and .t 10 the lop sal bottom cholas to M laterally braced at "C./ - h. is the rcapomlblBy of the erector.Addldonal permanent brining of 7 otos and at 10 0.0.reepect.ely unless braced throughout their length by )�/�" `_ DATE: 12/10/2015 the oven),Iructura Is the responsibility of the baldingde continuous sheathing bridginga,loch as plywood sheathing(TC)andlar tlrywaA(BC). -"/ "li R 1 l k' signer. 3.2a Impact or Mend bndng required when Mown v v I� L SEQ.: K 15 8 9 67 4 4.No load should be applied to any component until aner.l bracing and 4.Installation abuse lithe responsibility ayof 8thnon-corrosive� tnnantan. m, fasteners an complete and at no time should any loads greater than Desand gr jos meiry Sue...of tabs TRANS I D: LINK design bads a applad to any component. 8.Design assumes full bearing at al support..hown.Shim or wedge If 5.CompuTrus hes no control over end assumes no responsibility forth. �e1ay. EXPIRES:. 12/31/2015 fabrication,handling,shipment and lmtelletlan at components. 7.Design assumes adequate drainage is provided. �P.C2fT1VP. 10,2015 S.This design h furnished subject to the Ilmmallna set forth by 8,Plates shat ba located on both faces of truss,and placed so their center TP WYTCA In SCSI,copies of which oil be furnished upon request. lines coincide with joke center lines. 9.Digits Indicate.he of plate in Inches. Welt USA,Inn./CnmpuTrus Software 7.6.7(1L)-E 10.Far basic connector plate design value.see ESR-1311,ESR-1988(MITek) i 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/Cil=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 839 8- 4=(-111) 492 WEBS: 2x9 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 PEE 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 PIF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" • MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.906" 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 / 1 I 1 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting T ' f f .f 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=1.6, 4 ,'-,( End vertical(s) are exposed to wind, JU Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 in AO c 1 2' 9 ,•6 7 0 to M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 I 0 1 l l 1 7-06-03 6-11-11 7-06-03 y 10-00 l 12-00 1 �t:,il% pfi�IF 6'n 1 014 o 22-00 i-00 trc.i, ,. ., 47f 41. �1- 89200PE fir' JOB NAME : POLYGON NW PLAN 7-B NH - C4 4 ��T1' Scale: 0.2933 }'�." WARNINGS: GENERAL NOTES, unless otherwise noted �� �� wl,, Truss: C 4 1.Builder and eredbn contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown end is for en Individual and Warnings before construction commences, building component.Appl nabfly of design parameters end proper ,1- '' ,r A /S 2.2x4 compression web bradng must be Installed where shown e. Incorporation of component is the reeponelbAhy of the Wilding designer. /' "l) ('y \ �� 2 Design assumes the tap and bottom chords to be hlerally braced et 0 14 {+• 3 Additional tempersry bracing to Insure steMliy during construction I o.c.end at IP o.c,respectively unless braced Woughoul their length byG the e DATE: 12/10/2015 the overall ssiof the erector. ctor..Additional permanent bowing of cominuous sheathhg such as plywood sheathing(TC)and/or drywal(BC). jj j of the building designer. 3.2a Impact bridging or lateral bradng required where Mown e n �R R 1 LA S EQ.: Ki5 8 9 6 7 5 4.No load Mould be applied to any component until alter all bradng and 4.Installation tribute la the reepaneiblly of the respective contractor. fasteners ere complete end at no time should any beds greater than 5.Design assumes buss ere to be used in a non-corrosive environment, TRANS ID• LINK desIgn leads be. any and erefer condition"of use. applied to en sp6.Design assumes full bearing at al shown.own.Shim or wedge If co 5.CompuTrushas nontrolover and assumes noreonelb8lyforthe nece.rry. EXPIRES:12/31/2015 fabrication,handling,shipment end 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 Mal be butted on both faces of truss,and placed r their center TPIIWTCA In SCSI,copies of which vdl be furnished upon request. lines ceindde with joint center lines. S.DigitsindicateeGefpoteIn inches. MTek USA,Inc/Com uTrue Software 7.6.7(114-E 1S For basic connectorGatdesign values we ESR•1311.ES12.1e88(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-4=(-35) 32 2-9=(-99) 81 BC: 2x9 KDDF #l&BTR SPACED 29.0" O.C. 2-3=( -7) 3 WEBS: 2x9 ROOF 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 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 1'- 0.0" -24/ 205V -18/ 93H 5.50" 0.31 KODF ( 625) 4'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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" MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" 4.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), load duration factor=1.6, M-1.5x3 End vertical(s) are exposed to wind, 3 . Truss designed for wind loads 2 in the plane of the truss only. PROVIDE SUPPORT logoN f 5><- M-3x8 M-3x8 M-1.5x3 l 1 3-00 l y 4-00 151 444 4t. 89200PE mac'' JOB NAME : POLYGON NW PLAN 7-B NH - D1 ^,,, /! Scale: 0.6153 ,4110 •#110 _y'�,w�. WARNINGS:udderGThis tinis NOTES, unless upon the 7 OREGON iii I.Budder and arodbn seclude,should be advised of el General Notes 1.Thle design b based only upon the panmeten shown and Is for an individual Truss: D1 and Warnings before construction commences. building component.Applbabfhy of design parameters and proper 2.244 compression web booing must be Instated where shown 5. incorporation of component Is the responsibility of the bolding designer. I� a� 2.Design assumes IM top and bottom chords to be Wendy braced at 3.Additional temporary bracing to Insure stability during construction4.0. and at f 0 o.v respectively unless braced throughout their erpth by y e the rosponsibillly cline ander.Additional permanent bracing of 4entluous sheathing such as phoned sheething(TC)and/or dovA41(SC). DATE: 12/10/2015 the overall atnaure Ic me respunsibSty of balding designer. 3.2e impact bridging or lateral bredng required where ahewn c e SEQ.: K 15 8 9 6 7 6 4.No bad should be applied to any component until eller et bracing and 4.Installation of bas a the roaponslbilly of the respective contndor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied a any component. tensare for^dry conditionof use. 5.CompuTnn has no control over and assumes no responsibility for th 8.Design assumes NI bearing at el supports shown.Shim or wedge If EXPIRES:12/31/2015 2/31/201 5 fabrication.handling.shipment and installation of components. 7.Design;comes adequate drainage is provided. December 10,2015 G/ I LLf B.This design In Nmished added to the Imlatione set forth by B.Plates shat be located on both laces of truss,and placed so their center TPIWTCA in BCSI,copes of hhich all be Nmished upon request. Ines coincide wen joint center lines. 9.Digits Indicate else of plate In inches. MUck USA,Inc./CompNTrus Software 7.6.7(1L)-E f0.For basic connector pate design values see ESR-7311,ESR-tees Web) 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) 19 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 92.0 PSP 3'- 9.2^ 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 4'- 0.0" -36/ 89V 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL =-0.004" 8 0'- 0.0" Allowed 0.100^ MAX TL CREEP DEFL= -0.003" 9 0'- 0.0" Allowed = 0.133^ MAX TC PANEL LL DEFL= 0.008" 6 2'- 5.6" Allowed = 0.163" MAX TC PANEL TL DEFL = -0.010" 6 2'- 7.0" Allowed = 0.274" 12 MAX HORIZ. LL DEFL = -0.003" 8 3'- 11.2" MAX HORIZ. TL DEFL = 0.003" 0 3'- 11.2" 4.00 = 2 -/ Design conforms to m indforce-resisting system and components rand cladding criteria. Wind: 190 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir)I ,. load duration factor=1.6, End verticals) are exposed to wind, ,-I Truss designed for wind loads I in the plane of the truss only. (--- o 4 N /- -1 1 1� I fit 0 I f / � 0 4>� 3>\ M-3x8 l l 3-00 s. 4-00 \� NGINE ''.6, /0 (PROVIDE FULL BEARING;Jts:4,3,2 I t, j�ry!�/'�y�[� '(/�. 889200 E r. JOB NAME: POLYGON NW PLAN 7-B NH - D2 ='a'+�'%" 'e Scale: 0.8962 ti ..ate [C WARNINGS: GENERAL NOTES, unless otherwise noted: S 4, OREGON "w Truss: D2 and Warnings before construction commences. building 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 Ll.Cbuilding componentIQ Applicability of design parameters and proper Q 2.204 compression Nab bracing must be Installed where shown.. Incorpenlbn of component Is the responsibilityolth.bugling designer. k 14• (y 3.Additional temporary bracing to Insure stability during construction 2 DeAgn sesames the tap and bosom chores to be laterally braced at /��j ( jJ is the responsibility of the erector.Additional permanent bredrp of 2 o.c.end a1 10'c.c,reepectbety unless braced throughout their length by "/l R.I 1=-- DATE: 12/10/2015 the ovens structure is the re,poneibglly of the buXtling designer. 2x tinny sheathingin5,such l b plywoodrequired a where s e shown •drywal(BC). 3.In Wind ottnae or lateral bracing where shown.. SEQ.: K1589677 4.Neeeshould mapplied teany component entysadell eredrthand 4.Design se mesrIsthe areteutytitheonpecteacontractor. hstenen are complete arta al no time should any bads greeter than 5.and are assumes trusses are to be used m e rwncorroWe environment, EXPIRES:12/31/2015 . TRANS ID: LINK design bads be applied to any component. and are ler"dry condXlon"of use. 5.Convents has no control over end assumes no responsibility ler the 8.Design assumes full bearing et all supports sham.Shim or wedge If fabrication,handling.shipment and bsteassumes of components. coati December 10,2015 7.Design adequatedrainage is prodded. 8.This designk furnished subject to the limitationslimitationsset forth by B.Plates shag be baonted on both faces of ins•and plead w their center TPIIWICA in SCSI,copies of Nnch will be furnished upon request. Ane,coindde with joint center lines. 9.Digin indicate sere of dale In inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate deeisn values see E513-1311,ESR-1988(MiTek) 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. l TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #LfiBTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POP (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 forwind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF Inc 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 9.00 17 3 —/ 0 0 0 r+1 2 N iii , f 10 o �������������������������������������������������������������A -/ 4 M-3x4 1 ,1 l 1-00 8-02 . c5 O PR OF . 44,1 89200PE �r JOB NAME : POLYGON NW PLAN 7—B NH — E1 - Scale: 0.6366 �� - WARNINGS: GENERAL NOTES, unless otherwise noted OREGON ''4/ Truss: E 1 and W t.Builder end eredlan contractor OA ar rodd be advised General Notes 1.This design le based only upon the parameters shown and Is tor an indWkluel y,- amhgs before construction commences. building component.Appteebllly of design parameters and proper j". ' Va IG„ 2.2x4 compression web bracing must be Installed where shown a. incorporation of component is the responsibility of building designer. '..0 l4r 2 C) 2.Design assumes the top and bottom droMs to be laterally braced at 14 3.Additional temporary bracing to insure stability during construction 2 o.c and at 15 o.c.reapactNelY unless bawd throughout their length by O Is the responsibility of the erector.Additional permanent bracing ofcontinuous ehesthing such as plywood sheathing(TC)end/or drywal(BE). ''w./'6" ry j� - DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where Mown v e 1-1 1 SEQ.: K 15 8 9 6 7 8 4.Na bad should be applied to any component until after all bradng and 4.Inslellatbn of truss is Ike responsibility of the respective contractor. fasteners are complete and et no time should any loads greeter than 5.Design assumes trusses are to be used Ina non-corrosive environment design bads be applied to ens component. and are for“dry condition"of ues. t/I�DCc .Ar3/w��1 r3 .A TRANS ID: LINK6.Design assumes full bearing at all support shown.Shim or wedge if EXPIRES:Gx7. I Gf 7I7G01 5.CompuTrus has no control over and assumes no responsibility br the wwesery EX j J fabrication,handling,shipment end installetlen of components. 7.Design assumes adequate drainage is provided. 6.Rid design I.hanlehed subject to the limitations set forth by e.Plates shall be bested on both faces of truss,and placed so their center December 10,2015 TPINV7CA in SCSI,copies of altkh will be Nmlehed upon request. lines coincide with joint center lines. 9.Digits Indicate aha of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1g86(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: 2x4 KDDF 015BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-51) 67 3-5=(-255) 179 BC: 2x4 KDDF 1119BTR SPACED 24.0" O.C. 2-3=(-105) 88 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -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) .4, 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEF% = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.294" @ U- 1.7" Allowed = 0.484" MAX TC PANEL TL DEFL = -0.393" @ 9'- 1.7" Allowed = 0.727" 7-10-04 0-03-12 f --- - ------------ -- ,( ,( MAX HORIZ. LL DEFL = 0.001" @ 7'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 7'- 10.3" 12 4.00 " M-1.5x3 Design conforms to main windforce-resisting 4 system and components and cladding criteria. 3 -/ Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), T load duration factor=1.6, End verticale s) a exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 N 0 0 1.0 ,-1 -adIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIL a I 2► ill +• 5 0 M-3x4 M-1"5x3 k l J' 7-10-04 0-03-12 1 1. 1 1-00 8-02 JOB NAME : POLYGON NW PLAN 7-B NH - E2 Scale: 0-5366 .45t /iliS WARNINGS: GENERAL NOTES, unless otherwise noted WO OREGON �"•'se 1.Buhler and erection cenbactor should be advised of all General Notes I.This design Is based only upon the parameters shown end is for en Individual 7; `OREGON w.. 4,/ Truss: E 2 and Weminga before cenetructlon commences. building component Applicability or design parameters and proper Y '7 lx eA. 2,Ze4 compression web bracing must be Instal ed where shown*. incorporation or component I.the rospomlbNlN of the bottling designer. '""0 '* �.r 14 2 �}.. 3.Additional temporary bracing to insure stability during construction Z U e n and tO the tap and bottom chords to be througaterallyhout braced el !+' (y s Is the reeponstbNly of the erodor.Addtibnel permanent bracing of 7 ex.and at 1 O c.c.resp.such es unless braced through dl,drf length by 1 T- DATE: 12/10/2015 the overall stnxdure le the responsibility of the bolding designer. 3.2s!mind budging sheathing lateral brae ddng requlr.d atersrs Area,,44 NBC) R I L.�' SEQ.: Ki5 8 9 6 7 9 4.No load should be applied to any component until after all bredng and 4.Installation of truss Is the respenalbWy of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes tome.ere to be used In a non-corrosive environment, design loads be applied to any component. end are for"dry vendtiinn"of use. TRANS I D: LINK8.Design assumes full beedn9 et al supports shear.Shim or wedge If 5.CnmpuTrus has no control over and assumes no responsibility for the neceessry. EXPIRES: 12/31/2015 . febneatlon,handing,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. December 1 0,201 5 8.This design is furnished subject to the limitations eel forth by 9.Pates shall be Nested on both faces of buss,and placed so their center TPWITCA in SCSI,copies of which all be furnished upon request. Ines coincide with joint center linea 9.Digits Indicate sae of plate In inches. MTek USA,Ing./CompuTrus Software 7.6.7(1L)-E 10.For baste connector plate design values see ESR-1311,ESR-1988(Wield 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: 2x9 KDDF #1aBTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 36 2-5=(-33) 36 3-5=(-161) 127 BC: 2x9 KDDF 01&BTR SPACED 24.0" O.C. 2-3=(-69) 99 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -61/ 367V -20/ 63H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -24/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL= 0.038" @ 2'- 10.1" Allowed = 0.279" 4-11-04 0-03-12 MAX TC PANEL TL DEFL = -0.093" @ 2'- 8.1" Allowed = 0.419" 1' 1' MAX HORIZ. LL DEFL = 0.000" @ 9'- 11.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.2" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6r End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. ti 1 t� -/ 2�� ** 5 M-3x4 M-1.5x3 y l l 4-11-04 0-03-12 y 1 l 1-00 5-03 PROP t4GINE'e rp 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - E36y�/+� Scale: 0.5895 �' �i?�+., fyr WARNINGS: GENERAL NOTES, unlessothenvbe noted' . OREGON �'�k., 1Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and N for en brdidduel .Truss: E3 and Wamings before construction commences. budding component.ApplicabW/of design parameters and proper .- A. 2.Did compression web bracing must be Installed where shown. incorporation of component Is he responsibility of the budding designer. �jt �(_ 2.Design assumes the top end bottom chords to be 0tarely braced at {y� 14 �,,. 3.Additional temporary Macke to Insure stately during canedruclbn 7 o.c.end al 10 o c.rospedNaty unless braced Ihmughod dish length by y _ is the responsibility er Me erector.Additresponsibility Ial permanent bracing of continuous bridging g such es plywood sheathing(TC)and/or drywal(BC). '1e./ .` R DATE: 12/10/2015 the overall structure N the responsibllry°rine building designer. S Dt Impact bdtlging or NNW bracing required where shown.. 1� L. SEQ.: K 15 8 9 6 8 0 4.No bad should be applied to any component until after all bracing and 4.lnetalallon of has Is the responsibility of the respedNe contractor. (.steno Cr.complete end at no time should any bads greater than 5.Design assumes Inoses are to be used N a nencorroelvs environment, TRANS I D: LINK design loads be;vowto any component. and are for condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for the 8.Design assumes IA bearing at el supports shows.Shim or wedge it EXPIRES:12/31./2015. necowry. fabrication,handling.shipment and installation 01 components. 7.Design aawmes adequate drainage la prodded. This Dere miter 1 0,201 5 8. s design N to m furnished subject e limitations set forth by 8.Plates shallce be located on both fame of truss,end placed so their center TPIWI CA In SCSI,copies of which we be famished upon request. Ines coincide with joint center Inca. 9.Digits indicate size of plats N Inches. MTek USA.Ine./CompuTruS Software 7.6.7(IL)E 10.For basic connector plate design values see E5R-1311.E58.1988(Mock) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 5'— 3.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF#16BTR 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: 140 mph, h=15ft, TCDL=9.2,BCDL=6,0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, End verticals) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 3 12 9.00 ti Millid 0 0 N 2 It co O l 0 -� i M-3x4 9 l y 1-00 5-03 '<e- C) PR0F F . "`c•-' NGINE�/I ip� 89200PE fir.' JOB NAME: POLYGON NW PLAN 7—B NH — E4 ,--„,,41P. �/11P . • Scale: 0.7524 .�y (gyp e�/'�/'K� /5+. WARNINGS: GENERAL NOTES, unties otherwise noted F VI'1GGON w, �/"i' Truss: E 91Bulder and erection oonbador should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en individual �� 1 y and Warnings before construction commences. buuding component.Applicability of design parameters and proper 14 Q`^4 2.204 compression web bracing must be installed where shown e. incorporation of component is the responsibility of the building designer. 3.AddaloneI temporary bracing to Insure stability during construction 2 Design assumes me top and bottom chords to be leterally braced at la the responstbitty of the erecter.AddSlonel permanent bracing of T o e.and at 10'o.c rstair es sed a braced throughout their length by 4: +� i�� DATE: 12/10/2015 the overall structure is the recontinuous edging or such es plywood sheathing(TC)and/or drywag(BC). cony ocrnty of the building designer. 3.Zr Impact bridging or lateral bracing required where shown.. SEQ.: K 15 8 9 6 81 4.No load should be applied m any component and after a bracing and 4.Instillation mimes Is the reaponablRy of the respectNe contractor. fasteners are complete and at no time should any pads greater than 5.Design sesames cows are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied many component. enaarefor^aycondlnon^oruaa. EXPIRES.12/31/2015 5.CompuTrus has no control over and sesames no responsibility for the e.Destpn assumes MI bsetlng et all supports shown.Shim or wedge If December 10,2015 fabrication.handling,shipment and installation of components. necessary e.This design la furnished subject to the limitations set forth by Design assumes adequate drainage Is provided. TPWIICA In SCSI,copies W 8.Plates shell be located on both faces of truss,and placed so their center pies of which will be furnished upon request. linea coincide with Jolts center lines. MiTek USA.Inc./Com uTrus Software 7.6.7 S.Digits indicate size of plate In inches. 1L Inc./CompuTrus ( )-E 10.For basic connector plate design values see ESR-1311.ESR./988(MiTet) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /q I I dime(Drawings not to scale) Damage or Personal Injury M.1111 Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For Q 1/T 6' ipirilo 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I la_ bracing should be considered. 100- 3. Never exceed the design loading shown and never F � U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate O '$ 6.' C&A O, designer,erection supervisor,property owner and plates 0-144' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each — This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8 Unless hall not ex eotherw'se noted,ed 19%at time f fabrure ication.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,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that 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. I Indicates location where bearings i 6.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 Mitek®All Rights Reserved approval of an engineer. IMO reaction section indicates joint Illai 1111=1. number where bearings occur. 17.Install and load vertically unless indicated otherwise. .� Min size shown is for crushing only. —NM• MI 18.Use of green or treated lumber may pose unacceptable 11.- 1 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and not sufficient.pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. m lie :e BCSI: Building Component Safety Information, 20.Design assumes manufacture In accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013