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Plans (147) rn i\ Immo ‘"): ,‘li-A- .c.H>tik.._) \<c,:g.A \-7----Lx vc..Q-c.mile MiTek® MiTek USA, Inc, 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very truly s, 6d.....6 ‘':5:••,......e...------% avid Baxter, P.E., S.E. Sr. Structural Engineer <<SktD PROp MiTek USA ..5 0AGINEFR /0, DB `t- :9200PE -r 45 •.11101111.2f -pi, /1,1 OREGON,‘‘), At/ to y 14, 2-° pt- 12/06/2017 RR1�L EXPIRES: 12-31-2019 ...... mil, MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-264_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45124648 thru R45124656 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �ED P R OF�Css c . \ GlN -� >© v 't 89782PE �<' S'' OREGON 49 1:9 �4RY152 ,- kfi'A UL RAJ August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45124648 PL15-264_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:53 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-3PgAmvXGRILNnC7tbEC3UCrS8yFT1 vAVLj56CBygBiS 1 1-0-0 I p-5-61 I 1-2-0 I FIL7AH Scale=1:25.0 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 r = o o e[ a o o • i I jr N /\—/ / _ /N / N / '\. o 9 9 • e B 0 9 O e 2.& 23 22 21 20 19 18 17 3x5= 3x5= 1.5x3 II 3x5= 3x5= 3x5= I 7-0-14 17-7-14{8-2-14 I 14-4-4 1 7-0-14 0-7-0 0-7-0 6-1-6 P- - offsets XY ;AI -8 Eche 19:0- d.- LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code 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) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1671/0,3-4=-1671/0,4-5=-2270/0,5-6=-2270/0,6-7=2493/0,7-8=-2493/0,8-9=-2423/0,9-10=-2423/0, 10-11=-1991/0,11-12=-1991/0,12-13=-1193/0,13-14=-1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=-1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=-904/0,14-17=0/766, 12-17=620/0,12-18=0/498,10-18=384/0,10-19=1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)yang.rI$.or.otber.connection.+ir+viro(y shalt b prnvidad noffiriant to Support nnnrpntratltl load(c)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). p PR pF LOAD CASE(S) Standard F'S 1)Dead+Floor Live(balanced):Lumber increase=1.00,Plate Increase=1.00 .. . G)N Ss, s'7 Uniform Loads(Of) 144 /9. T� Vert:16-24=8,1-15>80 89782PE 7 Concentrated Loads(Ib) Vert:2=-674(F) / ,,4111..' Mal v' OREGON r/2 '''Z''''Z' EXPIRES: 12/31/2016 August 7,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mttek connectors.This design is based only upon parameters shown,and is for an individual building component. N Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibillity of the w/y;�e > erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding [YI'Tele fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1811 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Intormation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 44610 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 QOZ6MZomLdtZNgfkdygBiR 0-10-12 I I 1-2-0 I I 0-10-8 I I 2-6-0 Scale:1/2"=1' 1.553 I I 354= 1.553 I I 3x4= 1.5x3 I I 354= 1.553 I I 1 2 3454= 4 5 6 7 8 e e e o 0 —\— N O 8 O e �� AB, o 1 13 12 11 10 9 354= 1.5x3 I I 1.5x3 I I 4x6= 3x6= 354= 1-1-12 I1-8-12 I2-3-12 13-8-4 1-1-12 0-7-0 0-7-0 11-4-8 Plate Offsets(X.Y1— [2:0-1-8 Edge].13:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft L/d 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 lncr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-1502/0,4-5=-1502/0,5-6=-1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=382/0,2-14=-1170/0,7-9=-1316/0,7-10=0/704,5-11=471/0,4-11=-345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. .\<(-"' P R Q 4ss c 8.782PE pr ''7 17 OREGON 5)'-- Q 1,6 �"IRYA6Q` �''A UL s4 EXPIRES: 12/31/2016 August 7,2015 e ir ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1" Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the !Viable 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/1811 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 iThors NAVIN r.A ncnin Job Truss Truss Type Qty Ply POLYGON R45124650 PL15-264_UPPER F03 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 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-?nyxAbZWyUc51 WHGifEXZdwpLm?ZVgaoolaDG3ygBiQ I 2-6-0I 11. 1.0.1 I 1-2-0 I I 0-8-14 I Scale=1:22.8 1.5x3 II 1.5x3 I I 3x4 = 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 3x4= 6 7 8 e e ee / \_ o N c 0 0 0- e o 40 14 13 12 11 10 3x4= 3x6=1.5x3 I I 1.5x3 I I 3x6= 3x4= I 5-10-2 1 6-5-2 7-0-2 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets()ea [4:0-1-8.Edge].[5:0-1-8.Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 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/TP12007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1740/0,3-4=-1740/0,4-5=-1761/0,5-6=-1739/0,6-7=-1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=-1256/0,2-13=0/622,4-13=-268/180,7-9=-1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. p P R Ore ss 89782PE r' ..' . 0:11)r" • • -57 OREGON '• 1..4/0 Y 16 2 cZ �� 'A U l ,\J� EXPIRES: 12/31/2016 August 7,2015 0 f ®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. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 1{N-E T�(R�a erector. Additional permanent bracing of the overall structure is the responsibilityfYl of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Coors Heights CA 95F10 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 v91TEGty1hJmpVygBiP I 2-6-0 I I 1-8-6 I I 1-2-0 I 10-8-14 I Scale=1:25.0 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 53x4= 6 7 8 ® e a e ✓ _ \ N a e e 1 13 12 11 10 • 3x4= 3x6= 1.5x3 II 1.5x3 II 3x6= 3x4= 7-0-14 17-7-14 18-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)- [4:0-1-8 Edge].[5:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2010/0,3-4=2010/0,45=2110/0,5-6=1999/0,6-7=1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=-317/104,7-9=-1398/0,7-10=0/760,5-10=-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. ck0 PR Ore `•c, `GINE `dip 4 . 82f• ,977+�PE 9 ► • ` 7 OREGON ,''s- 2 'r 'AUL r0 � EXPIRES: 12/31/2016 August 7,2015 t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown I is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M ITek> fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 Citn is Hri0hts CA gcfisn Job Truss Truss Type Qty Ply POLYGON R45124652 PL15-264 UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJO5Z8jokyffsSGMIm6rT_I9JyEJXy1 hJmpVyqBiP 2-0-10 I I 1-2-0 1 1 0-8-14 1 1 2-6-0 Scale=1:18.0 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 a a o e 0 N e e e .,- e 1 10 9 8 1.5x3 II 1.5x3 II 3x6 = 3x4= 3x4= I 2-3-10 12-10-10 13-5-10 I 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— 12:0-1-8.Edge].13:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (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. -<<-\\0) �0) PRok-L, S' Q 89782PE s' -vsREGON2). PAUL ry EXPIRES: 12/31/2016 August 7,2015 m ° ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIl-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. NIe 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 n BZ°��x erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYi [ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 :tlmc HPifhts,CA 9561n 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?e203vZYzhM5FL3JLyygBiO I 2$0 I 2-1-12 1 1 1-2-0 11 0-9-8 1 2-3-0 I I 1-2-0 1 I 1-4-0 I 1-6-0 1 Scale=1:27.8 1.5x3 11 3x5= 1.5x3 11 1.5x3 II 3x4= 1.5x3 11 3x4= 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e e e e \ 0- e e : / o N e e e 1 Ilik. 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 11 3x5= 3x4= 12-10-12 I 4-10-12 15-5-12 I6-o-121 11-8-12 12s-121 I 15-11-12 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.Edgej.j12:0-1-8.Edgel.[15:0-1-8.Edge].[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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. `CYC PRQFS.,s wG\� G[N>E 9 /moi. 89782PE r awe -7 OREGON �"- 17,9 �'A U cV �Q` EXPIRES: 12/31/2016 August 7,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with 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 budding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the A�+� + erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 'Y, !e fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPit Quality Criteria,DSB-89 and BCSI BuUding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 rhn,s Heights CIA cocain 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?ottOygBiN 1 1-9-14 1 1 1-2-0 11 o-41.14 11 2-6-2. { Scale=1:17.6 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 0 N e o o e e 11 10 9 8 A 1.5x3 I I 1.5x3 I I 3x6= 3x4= 3x4 = 1 2-0-14 12-7-14 I 3-2-14 1 9-4-4 I 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets.(X.Y1— [2:0-1-8.Edge].f3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=796/0,5-7=817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��k-; GINE4,'4' S>O 2 Q 89782PE 9i✓ • • -)7 •REGON 0 V19 �qRY i5 2 N PAUL 'k\ EXPIRES: 12/31/2016 August 7,2015 t e 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. l, 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 fY6 f fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/Mil Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 (`tine Heights.(:A 95810 Job Truss Truss Type Qty Ply POLYGON R45124655 PL15-264_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc10j6XW7b1 xUJTkT5MGN FRRbbOjfYQPgygBiM 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 l I 1-2-0 1 1 0-8-8 1 Scale=1:28.5 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 4x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 a e / _� _ e e e e / i o N e a o e e e 1-Ah. 16 15 14 13 12 �. 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 I 4-10-12 IS-5-12 16-0-12 I 11-8-12 123121 I 16-4-4 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-8 Plate Offsets(X.YI— [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) l/defl L/d PLATES GRIP TOLL 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 BOLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.05 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=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=2435/0,45=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=-319/0,415=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. 4 .-.c PR( p. . '� ANGIN�� a ` ' 89782PE �r i � U. '/ N "i + •RECON ei ,= 4,9ir 'AUL ok\ ¢ EXPIRES: 12/31/2016 August 7,2015 t a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MN is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction s the responsibillity of the - + erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 r:nnrc Height,CA 85610 Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264 UPPER P09 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-MIIgEJcLffnnOEO7HADVCgiGheXZnbxA2zXyJH_yHyqBiL 2-6-0 I 2-1-12 I I 1-2-0 110-9-8 I 2-3-0 I I 2-3-0 I I 1-7-0 I Ir&99�� Scale=1:28.2 4x4= 1.5x3 I I 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e o \ e / / oN e 1 16 15 14 13 12 44 3x4 = 3x4= 3x4= 3x6= 1.5x3 I I 4x4= 3x4 = 12-10-12 I 4-10-12 I5-5-12 p-0-12 I 11-8-12 )2-3-12I I 16-2-8 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.Y)— [7:0-1-8.Edge).[12:0-1-8.Edge] [15:0-1-8 Edg 1,,L16:0-1-8.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 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2402/0,3-4=2402/0,4-5=-2402/0,5-6=-2764/0,6-7=-2764/0,7-8=1993/0,8-9=-1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=-314/0,4-15=0/278,8-12=-636/0,2-17=-1612/0,2-16=0/1011,7-14=0/903,6-14=276/0,5-15=512/0, 9-11=-1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ;c.:0 GINE-49wo kr -7 <t- 8.782PE r ,>. . Y,L OREGON )rz,, -y� �4/iY16,�t�`Z' ''AUL. F�J EXPIRES: 12/31/2016 August 7,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 081.7473 rev.02/16/2015 BEFORE USE. _i Design valid tor 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 !Alibi(' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding I fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Quality Criteria,DSB-89 and SCSI Bolding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 Citrus Helghtc(:A 9.56111 Symbols Numbering System a GeneralSafety s PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury MIME. Dimensions are in ft-in-sixteenths. 114k Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. O.1/1 G 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves 1111 may require bracing,or alternative Tor I p bracing should be considered. -� o' 1hell6 3. Never exceed the design loading shown and never 6c! stack materials on inadequately braced trusses. 1 O 4. Provide copies of this truss design to the building -e cea cs-6 designer,erection supervisor,property owner and For 4 x 2 orientation,locate ,(— plates 0-'Ad' 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,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that In Indicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. w- 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ol ® number where bearings occur. ® 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MAII18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. snot sufficient. m i•re k 0 BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 M k %late 'JSP, 4 (, 7777 Greenback LaneSuite 109 Citrus Heights,CA 9&110 Telephone 916-676-1900 Fax 916-676-1909 February 22,2018 Pacific Lumber&Truss Company 10515 SW Allen Blvd. Beaverton,OR To Whom It May Concern: I, Marcos Hernandez and MiTek USA, Inc. will take responsibility for all sealed truss engineering provided for Pacific Lumber& Truss Company. Please be advised that if the effective date of the seals shown on the engineering has been expired,I will still be responsible for the sealed truss engineering that had been designed to meet the contemporary code requirements. My current expiration date for my Oregon civil engineering license is June 30, 2019. For future reference,please log onto the Oregon State Board web site: www.osbeels.org for current license updated renewal status. If you have any questions,please contact me at 800-772-5351. Sincerely, 3 C, OREL311 4,4 A 1 ` EXPIRES: 6-30-19 Marcos Hernandez, P.E. Senior Engineer Western Engineering Operations Mali mit MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 7-B NH KD ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1589666 thru K1589681 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. D PR© ` 74G1N4\8920OPEf` 4,OREGON\t,,, A.tj '2 4- 14, SC3 1i 17R1L-- I .-u 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" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1g BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 1(16BTR SPACED 29.0" O.C. Design conforms to mar windforce-resisting system and componentsand cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 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(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed forwind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A HEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 8-03-04 8-03-04 12 12 6.00 c TIM-4x4 Q 6.00 rn rn a O O M-3x4 M-3x9 r ) PROF: y 1-0o b ...., 16-o6-08 y 1-0o y F? 0.4G ME' ',,,b :9?OOPE / JOB NAME •. POLYGON NW PLANT 7-B NH - Al ;. ,fes,. Scale: 0.4000 0 OREGON -�[-}( �^'. [�� OREGOl V WARNINGS: GENERAL NOTES, unless otherwise noted' �/. N'''' A. 1.Builder and erect) contractor Should Itl advised of all General Notes 1.This design is based only upon the perimeters shown end is for an Individual �/T rl k 1 s V �4 Truss: Al and Warnings befconstruct on corn ne s. building component.Applimblcy of design parameters and proper (� K 2.2u4 compression web bracing must be In Ned where shown+. Incerporellon of component is the responsibility of the building designer. t t�. 3.Additional temporary bracing ic Insure stability during construction Z.Design assumes the top and bottom chorda to be laterally braced at ,8"'�'13 R I 1 1 V is the responsibility or the ereciDr.Adtll beet permanent bracing of r o.c,and et 10'o.c.respectively unless braced throughout their length by '+•(�DATE: 12/10/2015 the overall structure Is the res Onsibillof the buildingdesigner. continuousxImp sheathing such l bracings plywood required a where s ownand/or tlrywall(BC). p rl 3.2a Impact bridging or lateral required where shown.• S E K 15 8 9 6 6 6 4.No load should be applied to any component until ager ell bracing and 4.Installation of truss is the responsibility of the respective contractor. 4 fasteners are complete and at no(me Should any bads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, �( ''}} ry ty��``y1 design bads be applied to any component and are for"dry condition'of use. EXP I R E S: 11/ 15 2/320 TRANS ID: LINK s.CompuTrushas noconbemcees 6. December December 10,2015 fabrication.handling,shipment end Installation of components. ry. 7.Designhallassb el adequate ne drainage to ptruss,and 6.This design is furnished subject to the Nmllatbna set forth by e.Plates shall be located on both feces of truss,antl placed so their center TPWJ1CA in 8151,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector piste design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-378) 1540 3- 8=(-326) 309 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=1-1751) 477 8- 6=(-431) 1540 8- 4=(-121) 934 WEBS: 2x4 KDDF STAND 3- 4=(-1351) 268 8- 5=1-326) 306 LOADING 4- 5=(-1351) 256 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1751) 502 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -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 "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 = -0.075" @ 8'- 3.2" Allowed = 0.781" MAX TL CREEP DEFL = -0.141" @ 8'- 3.2" Allowed = 1.042" MAX LL DEFL = 0.002" @ 17'- 6.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 17'- 6.5" Allowed = 0.133" 8-03-04 8-03-04 MAX HORIZ. LL DEFL = 0.059" @ 16'- 1.0" ` f f 1 MAX HORIZ. TL DEFL = 0.091" @ 16'- 1.0" 4-04-11 3-10-09 3-10-09 4-04-11 T T T T T 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 m 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 5 ivillIM11111=1111 .111111111111111.1L... ..8. 8 M-5x8 M-3x4 M-3x4 rim ri r OO I _ 6 0 o Cc - 3.00 3.00 l . 12 12 • y1-00 8-03-04 y 8-03-04 � 1 1-00 . VD PRpres, y • 89200PE r" • • • JOB NAME : POLYGON NW PLAN 7-B NH - A2 Scale: 0.3183 �aF.�L� , WARNINGS: GENERAL NOTES, unless otherwise noted: ,-0111 ��l�J'�JO //``'�'''''''''��^.i„ Truss: A2 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 and Warnings before construction commences. building component.Applicability of design parameters and proper 12... 4, .....1)* t` 2.204 compression web bracing must be Installed where shown e. Incorporation of component is the responsibility of the building designer. A f� -.le.. 3.Additional temporary bracing to Insure suability during construction 2.Design assumes the lop end bottom M to be ty braced at r✓^ i V t G^��} Is the responsibility of the erector.Additional permanent bracing of 2'ob.and Cl 10'o.c,respectively unless braced throughout their length by �I(.'a,� - continuous sheathing such as plywood sheathing(TC)and/or drywall(8C). 4k - - R DATE: 12/10/2015 the overall structure Is the responsibiFty of the building designer. 3.2x Impact bridging or lateral bracing required where shown x x T 7 f l SEQ. : K15 8 9 6 67 4.No load should be applied to any component until eller all bracing and 4.Instalhtion of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater man 5.Design assumes trusses are to be used in a non-corrosive environment, • TRANS I D: LINK design mads be applied to any component. and are assumes condition"bearing use. 5.Com Trus hes no control over and assumes no re 8.DepslseumesmilbeerinpalePsupponsshown.Shimorwedgelf EXPIRES: 12/31/2015 pu responsibility for the n ry, • fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December1 0,201 5 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPIIN/TCA in 8181,copies o/which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. • MiTek USA,Ino./CompuTrua Softwere 7.6.7(1 L)-E 10.For basic connector plate design values see 695-1311,ESR-t988(MITek) I • This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS '', TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1613TR ' LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-251) 92 10- 3=( -12) 169 BC: 209 KDDF #1613TR SPACED 24.0" 0.C. 2- 3=( -69) 397 10-11=(-255) 90 3-11=( -970) 169 WEBS: 204 KDDF STAND 3- 4=(-196) 779 11-12=(-682) 251 4-11=(-1145) 248 LOADING 9- 5=( -74) 220 12-13=( -98) 472 4-12=( -95) 806 TC LATERAL SUPPORT <= 12"OC. UON. •', LII( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PH' 5- 6=( -65) 296 13- 8=1-291) 898 5-12=( -361) 143 BC LATERAL SUPPORT <= 12"00. DON. I DL ON BOTTOM CHORD = 10.0 PUP 6- 7=1-566) 90 12- 6=( -765) 194 • TOTAL LOAD = 92.0 PSF 7- 8=(-980) 274 6-13=( 0) 950 OVERHANGS: 12.0" 12.0" '', 8- 9=( 0) 50 13- 7=( -396) 219 , LL = 25 PIF Ground Snow (Pg) • M-1.5x9 o equal at non-structural • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uo n). RF82UIREMENTS 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) BOIYTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 5'- 1.0" -72/ 109V 0/ OH 119.00" 0.17 KDDF ( 625) AID 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) I REFER TO COMPUTRUS STANDARD GABLE END DETAIL FOR DETAILS 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. NOT SHOWN. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.036" @ 21'- 8.1" Allowed = 0.781" 13-00 13-00 MAX TL CREEP DEFL = -0.065" @ 17'- B.8" Allowed = 1.042" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" 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 / 1 '( f '( 1' MAX HORIZ. LL DEFL = 0.021" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.034" @ 25'- 6.5" I)M-4x4 12 M-1.5x4 4.0" 6.00 D M-3145 451'14-3x5 Design conforms to main windforce-resisting M-3x5 _ M-1.5x4 12 system and components and cladding criteria. M-3x4 ` M-3X5 Q 6.00 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4"-,.'/ M-3x9 (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), load duration factor=l.6, `,` End vertical(s) are exposed to wind, Truss designed for wind loads M-3x6 in the plane of the truss only. M-1.5x3 i ;� M-2.5x9 or equal at non-structural diagonal inlets. 13 Truss designed for 4x2 outlookers. 2x4 let-ins ro �� M-5x6 M-3x4 of the same size and grade as structural top ca 2 _ 12 o chord. Insure tight fit at each end of let-in- 1 4' M-3X8 !-a • permookrs ssiblemustbe at i nee cut withard acars andare ttM-1,5M-5xJ.0 x3 11: io M-3x4 ..3.00 3.00 12 12 1 b 9-11 ,1,13-Q1 4-08-12 y 8-03-04 y 1 �� \"GIN4 1-00 9-11 7-09-12 8-03-04 1-00 , 7Ns -7.0,.. 1-00 I � 26-00 1-00 8920 14 0PE r � I �' ' ``e. JOB NAME : POLYGON NW PLAN' 7I-B NH - B1 Scale: 0.2048• OREGON '�('-} /'�/�}�� WARNINGS: GENERAL NOTES, unless otherwise noted: +� RJI-9E l7 LliY�ar A^" 1.Builder and erection contractor should advised of all General Notes 1.This design h based only upon the parameters shown end is Loran individual �' 6^�{'� Truss: B 1 and Warnings before construction mrences. building component.Applicability of design parameters and proper 14, 6 2.204 compression web bracing rjmst be)nalaIed where shown+, Incorporation of component Is the responsibility of the building designer. v 3.Additional temporary bracing to:Insure Stability during construction 2 2 00.assumes the top and bottom chortle to be laterally braced at "'R R 11-11 �/ is the responsibility of the erector.Atldi(bnal permanent bracing of 7 o.c.and at 10'cc.suchras plywoodly unless braced throughout their length by �ti 1+- DATE: 12/10/2015 the overall structure Is the res onsibiA 1 the building designer. continuousxImsheathing erl bracing e required a where s and/or drywell(B0). w. P N o 9 3.2x Impact bridging or lateral required where shown�t SEQ. : K15 8 9 6 6 8 4.No load should be applied to any component until alter all bracing end 4.Installation of truss is the responsibility of the respectNe contractor. filmed are complete and at no time eId any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, EXPIRES: 12/31/2015 TRANS ID: LINK design loads be applied toany componeM. end ere for ones. 5.CompuTrus has no control over end assumes no responsibility for the 8.Dens ign assumes NII bearing at all supports shown.Shim or wedge if fabrication,handling,shipment end installation of components. ss m December 10,2015 �.Design lames adequate drainagelace Is0 russed. 6.This design h furnished subject to the limitations set forth by S.Plates shall be located on both latae of truss,and placed so their center TPIIWfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-247) 1594 10- 3=( 0) 228 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1886) 361 10-11=(-249) 1591 3-11=( -376) 107 WEBS: 2x4 KDDF STAND 3- 4=(-1479) 359 11-12=(-171) 1308 4-11=( -85) 76 LOADING 4- 5=(-1343) 362 12-13=(-436) 2628 4-12=( -183) 151 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1368) 346 13- B=(-616) 2784 5-12=( -207) 953 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2946) 590 12- 6=(-1726) 395 TOTAL LOAD = 42.0 PSF 7- 8=(-3145) 715 6-13=( -191) 1428 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 13- 7=( -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 IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDDF ( 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.170" @ 17'- 8.8" Allowed = 1.254" 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 T 1 f MAX HORIZ. LL DEFL = 0.098" @ 25'- 6.5" 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX HORIZ. TL DEFL = 0.162" @ 25'- 6.5" 1 T T 4 T T T 12 12 6.00 M-4x6 Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 5 .'( Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x4 End vertical(s) are exposed to wind, 9 M-3x6 Truss designed for wind loads in the plane of the truss only. i� M-3x9 3 M-1.5x3 ee 13 ,-6M-5x6 =M-9x4 --"1111111111111111111111111011O M 12 0 c1 ` e `, M-3x10 i 9 d, .I l0 11 I M-3x4 M-1.5x3 M-5x10 B o 0 d 3.00 3.00 . 12 12 1 1 Jo 1 1 1 5-01 4-10 3-01 4-08-12 8-03-04 1-00 9-11 1 7-09-12 1 8-03-04 1-00 \AGI E' if 26-00 1 HCl ,� 89200PE �v" JOB NAME : POLYGON NW PLAN 7-B NH - B2 411119. Scale: 0.2098 limo WARNINGS GENERAL NOTES. unless otherwise noted: ill Cr �R�I�dN )�� Truss: B2 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 ndtuldual -7 ^- •`G/ and Warnings before construction commences. building component Applicability of design parameters and proper �,,. .11.7%. � 2.204 compression web bracing must be Installed where shown e. Incorporation of component la the responsibility of the building designer. f^" ' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced al s../ 14 Ie the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'sc.reepeGNely unless braced throughout their length by /.�}� DATE: 12/10/2015 the overall structure is the responsibility f the building des continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '"l. R R I L� ponsi ty o g Igner. 3.2x Impact bridging or lateral bracing required where shown e e r�(l SEQ.: K15 8 9 6 6 9 4.No bad should be applied to any component until after all bracing end 4.Installation or trues lathe responsibility of he respectNe contractor. fasteners are complete and at no time should any bads greater man 5.Design assumes trusses are to be used In a noncormsme environment, TRANS ID: LINK design bade be applied b any component. and are for"dry condition"of 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing al all suppose shown.Shim or wedge if EXPIRES: 1213112415 necfabrication,handling,shipment and installation of component.. ssery. 6.This design Is furnished subject to the limitations set forth by 7.D segn assumes adequate drainage is provided. December 10,2015 B.Plates shall be located on both faces of truss,and placed so their center TPl/WTCA In 13151,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Inc./CornpuTfus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-270) 1528 3- 8=(-383) 258 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3-(-1813) 396 8- 9=(-124) 1001 8- 4=(-128) 638 WEBS: 2x4 RUDE STAND 3- 4=(-1590) 399 9- 6=(-298) 1528 4- 9=(-128) 638 LOADING 4- 5=(-1590) 399 9- 5=(-383) 258 TC LATERAL SUPPORT <- 12"OC. UON. #.I,( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 396 BC LATERAL SUPPORT <= 12"OC. UON. 1DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 I TOTAL LOAD = 42.0 PSF I 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 LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.063" @ 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 6-09-04 6-02-12 6-02-12 6-09-04 Design conforms to main windforce-resisting f 1 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 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 .(-,6 Truss vertical(s) are exposed to wind, Truss designed for wind loads Nin the plane of the truss only. M-1.5x3 M-1.5x3 3 \ / m ou 0 �0I Y w ' c 1 B I 9 +`6 O I M-3x4 M-3x4 M-3x4 M-3x4 to 0 M-3x5(5) b l 1 y - 8-10-03 8-03-11 8-10-03 L� P ry a� y y l � � V ��ll S, 10-00 16-00 �‘AGINE�r� , 1-00 26-00 1-00 4'c.1 89200PE ' JOB NAME : POLYGON NW PLAN 7-B NH - B3f,yr.�+� Scale: 0.2048 ..Air,die 1 +. W . . ARNINGS: GENERAL NOTES, unless otherwise noted, OREGON "J.yy� 1.Builder end erection contractor hould be advised Oat General Noses 1.This design is based only upon the parameters shown and is for an individual / � ate. ` Truss: B3 end Warnings before construct�n coin ne(tces building component.Applicability of design parameters and proper �(�� 7� �1, A', 2.2a4 compression web bracing mud be In:galled where shown a. Incorporation of component the responsibility of the building dedgner. /^� ^1 ,{A 3.Additional temporary bracing Id Insure ataplilty during censtradion 2.Design assumes the top and bottom chords to be laterally braced e1 V t+{s h. Is the responsibility of the erector.Add'b�al permanent bracing of 2'o.c.and at 1O o.c.respectively unless braced throughout their length by /zy- C' DATE: 12/10/2015 the overall structure Is the res bnsibl (the building designer. 2 r pact sheathing inor such as Plywoodsheathing(TC)airedres ends drywell(BC). `'j �"l RIO-- DATE: ")'1 �,. p An o g gnat. 3.co Impact bridging or lateral bracing d required where shown•d `Z R i.. S E Ki5 8 9 6 7 0 4.No coed should be applied to any componlnt until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4' fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design bads be applied la any bomporienl. and are for"dry condition"of use. TRANS ID: LINK 8.Design assumes full bearing at all supports shown.Shim or wedge if 5.CumpuTruahes nocontrol over and assumes noresponsibility for the EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment and installation of components. 7. gn assumes adequate drainage is provided. December 1 0,201 5 8.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/VTCA in BCSI,copies of which WI be furnished upon request, lines coincide with Joint center lines. I.Digits indicate size of plate in Inches. MiTek USA,ins./CompuTros Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MOSS) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-257) 1288 8- 3=( 0) 227 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-1539) 383 8- 9=(-259) 1285 3- 9=(-448) 138 BC: 2x9 KDDF #15BTR WEBS: 2x9 KDDF STAND 3- 4=(-1080) 364 9-10=(-293) 1265 9- 4=( -94) 564 LOADING 4- 5=( 0) 0 10- 7=(-293) 1268 9- 6=(-437) 200 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1063) 337 7-11=( 0) 4 6-10=( 0) 153 TC LATERAL SUPPORT <= 12"0C. 0/ON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1495) 390 BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 42.0 PUP 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. 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 = 1.059" 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" 13-00 Design conforms to main windforce-resisting 14-00 system and components and cladding criteria. A 5-11 5-01 2-00 3-01 10-11 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 - J 12 5 -M-9X4+ 12 I load duration factor=1.6, M-4x6 �G End verticale s) are exposed to wind, 6.00 Q 6.00 Truss designed forwind loads 4 in the plane of the truss only. + M-3x4 741" M-2.5x4 or equal at non-structural diagonal inlets. M-3x4 1z + 3 ro o M-3x4+ co g o 1 2�� g 9 'r g © ti o M-3x4 M-1.5x3 10 0.25" M-1.5x3 11 �1 M-5x8(S) M-3x4 0 PR J, l b l J. tt IN � S , 1-00 5-09-04 5-02-12 5-02-12 9-09-04 \ l"" ti,A' Q0J y wr:::, � 26-00 89200PE c-" JOB NAME : POLYGON NW PLAN 7-B NH - B4 111 �'}. • Scale: 0.2298 OP ;4.4'OREGON /a'4" WARNINGS: GENERAL NOTES, unless otherwise noted' / `✓, EGON /�,^'x+./'i• Truss: B 4 Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is for an individual G�n t7 (t�� and Warnings before construction commences. building component Applicability of design parameters and proper : _4 / 1 4 r V + 2.2x4 compression web bracing must be installed where shown e. incorporation of component is the responsibility of the building designer. `+✓ ,,a 3.Additional tem bracing to insure stability dart 2.Design sesames the lop end bottom chords to be laterally braced at R 4Ve. temporary g y g construction 2'o.c.and al 10'o.c.respectively unless braced throughout their length byRI la the responsibility olihe erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bodging or lateral breGng required where shown 0 0 SEQ.: K 15 8 9 6 71 4.No load should be applied to any component until eller all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, EXPIRES: 12/31 f2015 TRANS I D: LINK design loads be applied to any component. and are for dn condition"of use. 5.CempaTras has no control over and assumes no responsibility for the B.Desitin assumes lull bearing at all supports shown.Shim or wedge a December 10,2015 fabrication,handling,shipment and Installation of components. necessary. es. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPIMRCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Ing./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-7980(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 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 ROOF #1&BTR 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. L( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=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. 'I. II'IITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ., •EpUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1 Gable end truss on continuous bearing wall UON. :OTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. , BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.• Refer to CompuTrus gable end detail for • complete specifications. • 1.-00 11-00 T 1 1' 12 ))M-9x9 12 'S:16.00 6.00 3 '0,0000010 01111. rfn M 2iliIllIlIlIlIllh II1I1IIIIL el 1 i I oll M-3x5(5) M-3x4 M-3x4 • • • .1 J• 0-0o1 12-00 . 0 'R0F • '"• 89200PE t"' JOB NAME : POLYGON NW PLAN 7- B NH - Cl Scale: 0.3556 f • WARNINGS: GENERAL NOTES, unless otherwise noted: y-�(-g L-'ry�ry{vlAp. �J, 7 Builder and erection t 111 should betadvisedol all General Notes 1.This design is based only upon the parameters shown and is for an Individual 0 R G 1.0 V 1[ •V/ Truss• Cl and Warnings beforesive building component.Applbabilty of design parameters and proper Cm, • 2 204 compression web bracing M act beMetalled where shown.3. Incorporation of component is the responsibility of the building designer. I+/� '7},u V "4'� 3.Additional temporary bracing 1 Insurest�bggy during construction 2.Design assumes the top end bottom chorda to be laterally braced at SA �b+ 4 2 OA.and at 10 o.c.respectively unless braced throughout their length by /a I-� Is the resit root of the erector.Adolilartal Sparmaneni bracing of continuous sheathing such as plywood Shea thing(TC)andlor drywell(BC). 4• '^•/.�.R I O- DAT E: 12/10/2015 the overall structure N the resilonsibill y Of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ R('I SEQ.: 1<15 8 9 6 7 2 4.No bed should be applied to any component until eller all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no bmeNhould any loads greater than 5.Design assumes trusses are to be used m a non-corrosive environment, TRANS ID: LINK design loads be applied to anycempoheat. and orefor•dry fullbaringaondition"of se. • 5.CompuTrus has no control over and assumes no responsibility for the B.Design sesames full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 ,y, EXPIRES:ll.�t4.77 I G 47 1 GV �J fabrication,handling,shipment and Innta0allen of components. 7.Design assumes adequate drainage Is provided. December 1 0,2015 6.This design N furnished subject to the Ilm6atlons set forth by e.Plates shell be located on both faces of truss,and placed so their center TPINITCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF 01&6TR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9= WEBS: 2x9 KDDF STAND (-103) 639 8- 9=(-111) 492 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"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1509) 335 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1036V -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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX BORIS. TL DEFL = 0.030" @ 21'- 6.5" 11-00 11-00 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting T 1' T . f system and components and cladding criteria. 12 12 6.00 M-4x6 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), 4.0" load duration factor=1.6, 4 ,17( End Vertical(s) are exposed to wind, 111 Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 M o M T 2NM_ 8 9y �` 7 6 0 o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 I l y y 1 7-06-03 6-11-11 7-06-03 10-00 12-00 yt1 ,V PRV/'4` t) J" y S� Oo 1-00 22-00 1-00 'tis ,4JGINE r� <c, 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - C2 Scale: 0.2433 111/11111"411#11e je ,, -WARNINGS: O. hRAeNOTEb, unless otherwise eparameters ere ate: l7 OREGON ��, Truss: C2 Builder andWarnings s befor contractor on uld commences. be advised of all General Notes Thisdeco k nervi.Applicability upon the p a parameters and is op anrindividual A- ^� ' end Warnings before construction commences, building component.Applicebillly of design parameters and proper V' 2.254 compression web braGng must be installed where shown�. Incorporation of component Is the respnnslbilfiy of the building designer. /4 °" `I 14 s 2,h 3.Additional temporary bracing to Insure stability during construction 2.Design and at the top and bosom chortle to be laterally braced at / V Is the responsibiety of the erector.Additional permanent bracing of 2'o.c. at IS o.c.reepeGlvety unless braced throughout their length by /�A (a. 12 10 2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood ehealhing(TC)andlor drywall(BC). "'"1�.13�10- DATE: rl/ 9.No love ehouu beapplied a to an R 2v Impact bridging or lateral bracing regWred where shown•k f"( SEQ.: K1589673y component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. S.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes lull bearing et all supports shown.Shim or wedge If EXPIRES: 12/3112015 fabrication,handling,shipment end installation of components. necessary. 6.This design is furnished subject to the lim8etlons set forth by 7.Design assumesll be adequate drainage b provided. December 10,2015 8.Plates shall blocated on both lacca of truss,and placed so their center TPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrue Software 7.6.7(1 L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 " 0.C. esign conforms to main windforce—resisting BC: 2x9 ROOF #1&BTR SPACED 29.0 1 system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. L( 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=l.6, I End vertical(s) are exposed to wind, I LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. IMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REIQUIREMENTS 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. AMID BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11.00 11-00 ' T T 12IIM-4x4 12 Q 6.00 6.00 3 NB 2 9 M ...AAAIldia p 1 h I 0 o • M-3x5(5) M-3x4 M-3x4 y J• 10-00, 12-00 + t1 'htRm/1A kJ y 1-00 y 22-00 .,, � �r � . 4r 9200PE 01111 '°.- JOB NAME : POLYGON NW PLAN 7—B NH — C3 Scale: 0.3556 �rY 40111P- • WARNINGS: GENERAL NOTES, unless otherwise noted _ OREGON j,� i Builder and erection h ld be advised of all General Notes 1 This design Is based only upon the parameters shown and la for an Individual 'T�7 IC)lREGO Iv. t.4,./ Truss: C3 and Warnings before construction noes. building component.Applicability or design parameters and proper �y 4" 'O • 2.254 compression web bradng moat I acted where shown 0. Incorporation of component Is the responsibllky of the building designer. .�/� y" 14 f U 4 3.Atldkbnal tem bracingto Inver dilly during construction 2.Design assumes the lop and bottom chords to be laterally braced at S./ �� temporaryy ng sons 2 o c and el 10 o c.respectively unless braced throughout their length by /t.0 ("� N Me responsibility of the erector.Ad lel nal permanent bracing of continuous sheathing such ea plywood shealhing(TC)andlor drywall(BC). '"/..y I l 1 0� DATE: 12/10/2015 the overall structure la the reaoona b I PI the building designer. 3.25 Impact bridging or lateral bracing required where shown•o a SEQ. : K 15 8 9 6 7 4 4.No load should be applied to tiny co popent until agar ell bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are ssumes condition"fuse. p� l 5.CompuTrus has no control over and essumea no responsibility for the 6.DeNII bearing tact supports shown.Shim or wedgef EXPIRES: 12/31/201 G aponai y necessary. EXPIRES:IlG t7 GIJ /GV'J fabrication,handling,shipment and installation on components. 7.Design assumes adequate drainage is provided. December 10,2015 6.This design Is furnished subject to the limitations set forth by B.Plates shall be bested on both feces of truss,and placed so their center TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Sigh Indicate size of plate In Inches. MiTek USA,Ino./CompuTrus software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1960(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( O) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 B- 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"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 POE OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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 1OPSF LIVE LOAD. TOP I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 11-00 • 11-00 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting ,i' 4' 4' 1' 4' system and components and cladding criteria. 12 12 6.00 M-4x6 Q 6.00 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 ,F,/ End vertical(s) are exposed to wind, Truss designed fox wind loads alai in the plane of the truss only. M-1.5x3 M-1.5x3 3 M M o 1 !_ M 0 Y. 7 2 8 9 6 to M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 to y l )' l 7-06-03 6-11-11 7-06-03 1 b 1 o P ri O,�cS'r('' '10-00 12-00 G b y l l 5tVJ 1-00 22-00 1-00 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - C4 400111. Scale: 0.2433 1.BuWAREilder [I.ThRAeNOTEb, unleupon hpere ate: 7I OREGON 44 7.Builder antl erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is kr an individual ^S/3�^ Truss: C4 end Warnings before construction commences. building component.Applicability of design parameters and proper } 1l 2.2x4 compression web bracing must be installed where shown v. Incorporation of component Is the responsibility of MS✓e building designer. ff 47)== 14 f)� �-.s., 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chorda to be laterally braced at 4-` } Is the responsibility of the erector.Additional permanent bracing of Dec.and at 10'o.c.respectively unless braced throughout their length by DATE: 12/10/2015 the overall structure is the responsibility f the building deal continuousxmp� sheathingor each ase leg plywood requisheatred ing)1I)and/or tlrywell(BC). (')'\ �- P N o g gnat. 3.2x Impact bridging or lateral bracing required where shown•• E'R('1 {+ SEQ.: K15 8 9 6 7 5 4.No load should be applied to any component until after ali bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners era 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 to any component. and are for"dry reshd nion°of use. 5.CompuTroshasnocontroloverandassumesnoresponsibilityforthe 6.Design eaumeandlbearing eteMsupports shown.Shim orwedge ll EXPIRES: 12/31/2015 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 10,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both feces of trues,and placed so their center TPIANTCA In SCSI,copies of which 081 be furnished upon request. lines coincide with joint center lines. 9.Digits indicate 58e of plate in inches. MiTek USA,lnc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-7311,ESR-1086(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-9=(-35) 32 2-9=(-99) 81 BC: 2x9 KDDF #1&BTR ( SPACED 29.0" O.C. 2-3=( -7) 3 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. VON. L,( 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 5Q.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 1'- 0.0" -29/ 205V -18/ 93H 5.50" 0.31 KDDF ( 625) 9'- 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) L11*}'MITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL RYQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. i BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 ADD BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ D'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 9.0" Allowed = 0.159" 3^400 MAX TC PANEL TL DEFL = -0.005" @ 2'- 5.2" Allowed = 0.239" f f i MAX HORIZ- LL DEFL = -0.000" @ 3'- 8,2" 12 I MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.Oft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(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. TT II , PROVIDE SUPPORT i 0 I rn Lo 1 00001. I 1 0 5>-<,. >-<A M-3x8 M11.5x3 ,L y 3-,00 1 y 9-00 ._. -4 ,p PROFESS rz.. Sc- f 'rr 89200PE 1.-" JOB NAME : POLYGON NW PLAN '7 B NH - D1 -414111111/00 -7- Scale: 0.6153 ri..�'1a 4� ./,',,yay. WARNINGS: GENERAL NOTES, unless otherwise noted: 17/, { OREGON I: 1.Builder and erection contractor should dviaed of all General Notes 7 This design is based only upon the parameters shown and Is for an individual ,a��,y�, t Truss: D1 and Warnings before constructin win aces building component Applicability of design parameters and proper (�,. (a��}}y ' 2.204 compression web bracing Mad be I d4Aed where shown* • incorporation of component k the responsibility of the building designer. .1>'111t3 ' y /It n 3.AtldAlonal temporary bracing to insure tllllly during construction 2.Design assumes the top and bottom chords to be laterally braced at G^ Is the responsibility of the erecloF.Addit nal permanent bracing of 2'o.c.and at 10'o.c.recpectivas ly wan braced throughout their length by DATE: 12/10/2015 the overall structure b the res onsibl of the building des continuoussheathing such bc plywood aired where 105,,.)and/or drywell(BC). 0 t fl �� P ldy g Igner. 3.2s Impact bridging or lateral bracing required shown e e 7�('1 SEQ. : K1589676 4.Na load should be applied to any compdnerd until eller eA bracing and 4.Installation of truss la the responsibility of the respective conirador. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D^ LINK design loads be applied to any component. and are for"dry condition'.of use. 5.CompuTrus has no control over and assumes no responsibility lar the 8 necessary. esign assumes NII bearing al all supports shown.Shim or wedge d EXPIRES: 12/31/2015 fabrication,handling, ry tsshipment to eslmitalon of components. 7.PDesign lates belcated obothl face is truss,an December 10,2015 S.This design is furnished subject to the limitations set forth by 8.Pblea shag be located on both faces of truss,end placed so their center TPIANTCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits Indicate alae of plate in inches. MiTek USA,Inc./CotnpuTras Software 7.6.7(1 L)-E i0.For bask connector plate design values see ESR-1311,ESR-1986(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 19 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"0C. 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/ 215\7 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 92.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 9'- 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 01' ' 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 lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.009" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TO PANEL TL DEFL = -0.010" @ 2'- 7.0" Allowed = 0.279" 12 MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" 4.00 2 MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" 2 --✓ Design conforms to main windforce-resisting system and components and cladding criteria. Illr Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, to Truss designed for wind loads I in the plane of the truss only. 0 I r"1 O f-- -I O 4.----,,--- 3>.<3 � M-3x8 l l 3-00 l lckt,0 PFipces, 4-00 " NGIN ,/, . (PROVIDE FULL BEARING;Jts:4,3,2 I 892001E JOB NAME : POLYGON NW PLAN 7-B NH - D2ifor .4M. Scale: 0.8962 0 OREGON y-�j F (�} �/� WARNINGS: GENERAL NOTES, unless otherwise noted, .�r R EG--"N -"a 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and la for an individual/' ('f - N � Truss: D2 end Warnings before construction commences. building component.Applicability of design parameters and proper y�t 2.2x4 compression web bracing must be Installed where shown.. Incorporation of component is the responsibility of the building designer. //)� 3.Additional temporary bracing to Insure atebillty during construction 2 Design assumes the lop and bosom chorda to be laterally braced al T)/P)L"*x,,,- le the aspenaibIER of the erector.Additional permanent bracing o/ 2'o.c.end at 10 o.c.respectbey unless braced throughout their length by a,��Fi DATE: 12/10/2015 the overall structure is the responsibility f the building tles continuous sheathing such ea pewood eheelhing(TC)end/or drywall(9C). P b° g igner. 3.2x Impact bridging or lateral bracing required where shown•• SEQ.: El5 8 9 6 7 7 4.No bad should be applied to any component until eller all bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, EXPIRES: 12!3112015 TRANS ID: LINK design loads be applied to any component. and are for'arycondition"°fuse. 5.CnmpuTruahas nocontrol over and assumes noresponsibility for the 8 nnecesseDesign �umeafullbearmgetellsupporisahovm.Shlmorwedgelt December 10,2015 fabrication,handling,shipment and Installation of components. 7.Design lb assumes adequateanbath!face is provided. 8.This design Is furnished subject to the limitations sal forth by 8.Plates chap be located on both feces of truss,and placed so their canter TPI/WTCA In BCS(,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate sae of plate In Inches. MITek USA,Ino./ColllpuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ES12-1988(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 29 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 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 PBF 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 = 92.0 PST' load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1TPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. FAND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 9.00 3 –/ 2 1 =— 4 M-3x4 y l l 1-00 8-02 P ° Ss co 61NE /0 89200PE c- JOB NAME : POLYGON NW PLAN 7-4B NH — E1 dip Scale: 0.6366 WARNINGS: GENERAL NOTES, unless otherwise noted: �� *i. 1.Builder and erect) t t should b d ised of all General Notes I.This design Is based only upon the parameters shown ands for en individual ' OREN w. 44/ Truss: El and Warnings beforeconstruction 4 balding component.Applicability of design parameters and proper 4s. 2.2s4 compression b bracing toast be 1 N A d where shown�. incorporation of component is the responsibility of the building designer. �^ "}I 4 2. 3.Additional temporary bracing to Insure s146111y during construction E Design assumes the top and bottom chords to be laterally braced at �../ Koknym + 7 continuous and at IS o.c.respecthely unless braced throughout their length by s'� 1 is the responsibility ry of the erector.Atldltbpal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "/.� ry DATE: 12/10/2015 the overall structure Is the responsibility Pt the building designer. 3.25 Impact bridging or lateral bracing required where shown♦• fl SEQ.: K 15 8 9 67 8 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor, fasteners are complete and at no flee!should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS ID' LINK design loads be applied to any component. and era for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing e1 all supports shown.Shim or wedge If EXPIRES: 12/31/2015 31/201 5 fabrication,handling, ry LT G. shipment ao iedelklron s etcomponents. 7.Design assumes adequate ondrainagee is russe December 1 0,201 5 B.This design is furnished subject to the limitations sat forth by e.Plates shag be located on bpm ropes of truss,and prosect so their center TPV'MCA in BC SI,copies of which will be furnished upon request. lines coincide with hint center lines. 9.Digits Indicate size of plate in Inches. MITek USA,Ino./Compalrss Software 7.6.7(1 L)-E 10.For bask connector plate design values see ESR-13t 1,ESR-1988(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/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-51) 67 3-5=(-255) 179 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-105) 88 WEBS: 2x9 KDDF STAND 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRI 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 USE Ground Snow (Pg) 8'- 2.0" -39/ 335V 0/ OH 5.50" 0.59 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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR DOUSE 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 = -0.299" @ 9'- 1.7" Allowed = 0.484" MAX TC PANEL TL DEFL = -0.393" @ 9'- 1.7" Allowed = 0.727" 7-10-09 0-03-12 f 4' 4' MAX HORIZ. LL DEFL = 0.001" @ 7'- 10.3" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 10.3" 9.00 O' M-1.5x3 Design conforms to main windforce-resisting 9 system and components and cladding criteria. 3 _,i Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, =I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), t' load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 I 0 0 ti T. 2�� 5 / 0 M-3x4 M-1.5x3 l l 1 7-10-04 0-03-12 b ,L y 1-00 8-02 .¢gyp P psN.- c3Na1 N4 ' SJ�~ h �t� :9200P JOB NAME : POLYGON NW PLAN 7-B NH - E2 /+j' Scale: 0.5366 : • 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/Cg=1.00 TC: 2x4 KDDF #1&BTR I LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-33) 36 3-5=(-161) 127 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 49 WEBS: 2x4 KDDF STAND 3-4=1 -7) 3 LOADING TC LATERAL SUPPORT <= 12"0C. UON. L( 25.0)4DL( 7.0) ON TOP CHORD = 32.0 PIE BC LATERAL SUPPORT <= 12"00. DON. ''.. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -61/ 367V -20/ 63H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -24/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) ** 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 "cc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/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" I4-11-04 0-03-12 MAX TC PANEL TL DEFL = -0.043" @ 2'- 8.1" Allowed = 0.419" f 1' 'f MAX HORIZ. LL DEFL = 0.000" @ 4'- 11.2" 12 MAX HOOIS. 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=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=l.6, End vertical(s) are exposed to wind, J Truss designed for wind loads A in the plane of the truss only. I I o 1 1 I /f M 1 I 0 /- 2 .*♦ O M-3x4 M-1.5x3 ; 1 1 4-11-04 0-03-12 l )' l 1-00 5-03 pp0 ', c.‘,461N4-�I /0 '�' 89200PE r' JOB NAME : POLYGON NW PLAN 7--+B NH - E3 /� Scale: 0.5895 a.e. Illi WARNINGS: OThis design unless otherwise teramete. /� u ORE.c3DIW1V, �t"i 1.Budder and erection should beadvised o/all General Notes 1.This tlesign Is based only upon the parameters shown and is for an IMNltlual �11..:�1 {/..f Truss• E3 and Warnings before bon a building component Applicability of design parameters and proper �} a t 2.204 compression web b Gng must b alled where shown*. Incorporation of component Is the responsibility of the building designer. /*') /e '7 Y. 14, 4 A�,t �+. 2 Design assumes the top and bottom chores to be laterally braced at V C^' O''' ']�1(�1 3.Additional temporary bracing IO Insure stability during construction 2 op.and at 10 on.reapeclNery unless braced throughout their length by J,7�J- } V Is the responsibility of the erector.Ad Bohai permanent bracing of continuous sheathing such as pywuod sheathing(TC)and/or drywall(BC). ``; fi] 10- DATE: v 12/10/2015 the overall structure Is the respnnsibil df the building designer. 3.20 Impact bridging or lateral bracing required where shown** r 1 R SEQ. : K1589680 4.No Toed should be applied to any com intent until after el bracing and installation of trusts Ibbs respareo sibilllitysedinta non-corrosiverespective Mrrveonrment, are fasteners ecomplete and at notime lehoaldany madsgreater m5.Design ignasau es on design loads be applied to any compneast and are roam emon^of use. TRANS ID: LINK 5.CompuTruahas nocontrol over and assumes noresponsibility for the s.Designry es full bearings elenppodsshown.Shim s,wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment end instalaten of components. 7.Design assumes adequate drainage is provided. December 10,2015 6.This design Is furnished subject to the limitations set With by B.Plates snail be located on both feces of truss,and planed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. B.Digits indicate size of plate In inches. MITek USA,Ina./CornpuTrus Software 7.6.7(1 L)-E 10.For basin connector plate design values see ESR-7311,ESR-1588(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" 'COED. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.1. Design conforms to main indforce-resisting system and componentsand cladding criteria. TC LATERAL SUPPORT <= 12"01. tON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. 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 ontinuous 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 4.00 17 O I N 2 MNI 0 1 - """"""""""""""""""i 4 M-3x4 l J' y 1-00 5-03 ..4;(<5\" " PRpOp, cc. ..89200 P E "}r„. • JOB NAME : POLYGON NW PLAN 7—B NH — E4 Scale: 0.7524 r —4... . 97 WARNINGS: GENERAL NOTES, unless otherwise noted, J 4,OREGON 4,_,,,"+f Truss E4 I.Builderend erection contractor should be advised of all General Notes 1.This design Is based only upon me parameters shown and is for en Individual �� Cr`u t1� and Warnings before construction commences. building component.Applioablliy of design parameters end proper 7 14 -4++,V 2.2x4 compression web bracing mule be Inst It d where shown v. Incorporation of component is the responsibility of the building designer. Ae 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced al R 1�* is the responsibility of the erector.Atltlltseal permanent bracing of T o.c.and at o.c.respectively unless braced throughout their length by H 4r continuous sheathing such as pdwood sheathing(TC)and/or drywall(BC). DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bmdng required where shown ri. SEQ.: El5 8 9 681 4.No load should be applied to any component unlit after all bracing and 4.Installation of truss is the responsibility ohne respsdle contractor. non-corrosive are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used Ina nonarrosive environment, EXPIRES: 12/31/2015 TRANS ID: LINK design bads be applied to any component. and are for°dry condition'of use. 5.Compuirus has no control over and assumes no responsibility for the S.Design assumes full bearing et all supports shown.Shim or wedge If , fabrication,handling,shipment and installation of componnte. Design December 10,2015 7. assumescated lie to provided. 6.This design Is furnished subject to the limitations set forth by S.Poles shah on drainage t be located on both feces of trues,and placed so their center TPI/WTCA In SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1980(MiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 /q 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. J I I (Drawings not to scale) Damage or Personal Injury rY r�� Dimensions are in ft-in-sixteenths. liqk Apply plates to both sides of truss1 2 3 1. A.ditipnal stability bracing for truss system,e.g. and fully embed teeth. d TOP CHORDS iagolnal orX-bracing,is always required. See BCSI. 2. ss racing must be designed by an engineer.For Q 1/16' 4 idetruss spacing,individual lateral braces themselves ay r quire bracing,or alternative Tor I p b act g should be considered. 1-� iLLN11111S11 , =rrO3. Neve exceed the design loading shown and never s ack'materials on inadequately braced trusses. Ui4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7 •.7 O- designer,erection supervisor,property owner and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. P ace plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE j.int and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO II•catipns are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. I1esig assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT t e e vironment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. u les otherwise noted,moisture content of lumber s all of exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. U les expressly noted,this design is not applicable for PLATE SIZE u.e wth fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.•am er is anon-structural consideration and is the 4 x 4 width measured perpendicular ESR-1 311,ESR-1352,ESR 1988 spo sibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR-3282 c•m er for dead load deflection. the length parallel to slots. 11.P ate ype,size,orientation and location dimensions i dic ted are minimum plating requirements. LATERAL BRACING LOCATION 12.L mb r used shall be of the species and size,and Southern Pine lumber designations are as follows: i all spects,equal to or better than that i• by symbol Indicated shown and/or SYP represents values as published s•eci ted. i� by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.T•p c ords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 s LIacing indicated on design. if indicated. 14.'Bpttom chords require lateral bracing at 10 ft.spacing, BEARING 4less,if no ceiling is installed,unless otherwise noted. 15.,I onnlections not shown are the responsibility of others. •,,,-..- Indicates location where bearings 16.'�o not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MTek®All Rights Reserved •pprdval of an engineer. IMO NM reaction section indicates joint number where bearings occur. v.I stall and load vertically unless indicated otherwise. LEI Min size shown is for crushingof green or treated lumber may pose unacceptable only. 18.IU•e environmental,health or performance risks,Consult with i.rojeCt engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.IR-view all portions of this design(front,back,words .nd pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not Sufficient. DSB-89: Design Standard for Bracing. rrek. BCSI: Building Component Safety Information, 20.1 iesigri assumes manufacture in accordance with Guide to Good Practice for Handling, NSI/'TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013