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Plans (80) yt s &C -5‘c 7l S 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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ",,t0 PRflFF�� sNAGINELc;s, /0 89782PE F< 9 OREGON o� I,Q (1'�RY1 2 /f ''AUb. i ?e• 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&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 13:53:53 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1 vAVLj56CBygBiS 1 1-o-0 1 (}5-6 I I 1-2-0 I 1_1}_7_&H Scale=1:25.0 1.5x3 11 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 • Y a ei 9 I • e e c VN4144:4•01, 111111\r/r14111\41 '- o- a a a •e -s a 2 Aa 23 22 21 20 19 18 17 3x5= 3x5= 1.5x3 II 3x5= 3x5= 3x5=- I 1 7-014 17-7-1418-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [8:0-1-8 Edge].[19'0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 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 Ina NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-44 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1671/0,3-4=1671/0,4-5=2270/0,5-6=2270/0,6-7=-2493/0,7-8=2493/0,8-9=2423/0,9-10=2423/0, 10-11=-1991/0,11-12=1991/0,12-13=1193/0,13-14=1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=1712/0,2-23=0/628,423=-481/0,4-22=0/358,8-21=-226/359,14-16=904/0,14-17=0/766, 12-17=-620/0,12-18=0/498,10.18=384/0,10-19=1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard '<<-. PR ���+ 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 , GINE4'S6 /a Uniform Loads(plf) Vert:16-24=-8,1-15=-80 kr Concentrated Loads(Ib) 89782PE fir" Vert:2=-674(F) ,/ —` MN -7 OREGON 4''�,� 1,QG'4RY1$ 2leT t PAUL F" EXPIRES: 12131/2016 August 7,2015 / ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02116/2015 BEFORE USE. Design valid for use only with Mtlek 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 1111 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 ITeI( fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Csieria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Clinic Neightc rA 95610 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 MTek Industries,Inc.Fri Aug 0713:53:54 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-XbOZzFYuCATEPMi39xj11 QOZ6MZomLdfZNgfkdygBiR 1 0-10-12 1 1 1-7-0 I I O-tD-B I I 2-6-0 Scale:10=1' 1.5x3 I l 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 34x4= 4 5 6 7 8 • e13t. •ee _ e_ 00000000000111_\\\ N\l-------e 4 1 12 11 10 9 3x4= 1.5x3 II 1.5x3 I I 4x6= 3x6= 3x4= I 1-1-12 11-8 12 12312 1 13-8-4 I 1-1-12 0-7-0 0-7-0 11-4-8 Plate Offsets(X.Y)- [2:0-1-8.Edge[.[3:0-1-8 Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl 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 Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=819/0,3-4=1502/0,45=1502/0,5-6=1871/0,6-7=1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=-382/0,2-14=1170/0,7-9=-1316/0,7-10=0/704,5-11=471/0,4-11=345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. \egS.) PRore. `t. 8`782PE 44r -9 OREGON �'' 1 GgRy ,,52�i� , 9k p, v4 : EXPIRES: 12/31/2016 August 7,2015 a i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.07116/2015 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. 1R Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the !Alibi('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 QuaBly Criteria,OSB-89 and BCSI Building Component Solely Information available from Truss Plate Institute,781 N.Lee Sheet.Suite 312,Alexandria,VA 22314. 7777 Greenback Lane SuSuite1109 (Item Naightc f`A ASFtn Job Truss Truss Type Qty Ply POLYGON R45124650 PL15-264_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-?nyxAbZWyUc51WHGifEXZdwpLm?ZVgaoolaDG3ygBiQ 2-6-0 I01I 1-2-0 11 0-8-14 1 Scale=1:22.8 1.5x3 II 1.5x3 II 3x4 = 3x4= 1.5x3 II 3x4 = 1.5x3 I I 1 2 3 4 5 3x4= 6 7 8 • • i 9 N 14 13 12 11 10 3x4= 3x6=1.5x3 I I 1.5x3 I I 3x6 = 3x4= I 610-2 16-5-2 17-0-2 1 13-1-8 1 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets WO— [4.0-1-8.Edge].15.0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(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=-1740/0,34=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. ki ,�R�0 PRQ�fit .- .: 89782PE dr"' t -VOREGON �N �. k 'AUL %- EXPIRES: 12/31/2016 August 7,2015 t 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. -. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1411 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ,Sj[e -Tek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quafry 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 ritroc Hoights.rA Q5A10 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_WJOxZ6jokyffsSGMIm6rT v9ITEGtylhJmpVygBiP I 2-6-0 I I 1-8-6 11 1-2-0 1 1 0-8-14 1 Scale=1:25.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 53x4= 6 7 8 a a o - N ' b O � .II,gr "iv. ' 1.. 13 12 11 10 3x4= 3x6= 1.5x3 I I 1.5x3 II 3x6= 3x4= 7-0-14 17-7-14 18-2-14 I 14-4-4 1 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) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code 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 OF 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=2010/0,311=2010/0,4-5=2110/0,5-6=1999/0,6-7=1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=1397/0,2-13=0/773,4-13=-317/104,7-9=-1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���Eo PR ort co 0NGiNE�C/9 Si�.94 v :9782PE <` '. - 41 9' OREGON '� Q 1 4 „ adO 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. �Y Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the IYF�1 .�- erector.Additional permanent bracing of the overall structure a the responsibility of the building designer.For general guidance regarding - - fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSI-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 ran is 1-lni0Mq CA satin 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 MTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZBjokyffsSGMIm6rT 19JyEJXy1hJmpVygBiP I 2-0-10 I I 1-2-0 1 1 0-8-14 11 2-6-0 I Scale=1:18.0 1.5x3 Il 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 • • 0 N .e -....- 1 .1 10 9 8 IIS 1.5x3 II 1.5x3 II 3x6 = 3x4= 3x4= 1 2-3-10 12-1010 13-5-10 I 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2:0-1-8.ELjge].[3:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=767/0,34=989/0,4-5=-989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=-851/0,5-7=844/0,3-8=0/406 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. P PR°Pe, -� .cNGINEF9 r0 2 Q 89782P S 92 +REGON zi �'s EXPIRES: 12/31/2016 August 7,2015 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev,02/16/2015 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the a�- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 89, fabrication,quality control storage,delivery,erection and bracing,consult ANSI/IPI1 Qually Criteria,DSB-89 and BCSI BuBding Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 rano Hnighlc r ASR1n 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-yA4hbHamUSspGpReg3G?e203vZYjzhM5FL3JLyygBiO 1 7-8-0 I 2-1-12 1 1 1-2-0 110.9-6 I 2-3-0 I 1 1-2-0 1 1 1-4-0 1 1.6-0 1 Scale=1:27.8 1.5x3 I I 3x5= 1.5x3 II 1.5x3 11 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 i ..! 000000000000 — 444404400404000041 ! o e e ° e e e e 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 I I 3x5= 3x4= 12-10-12 I 4-10-12 I5-51216-0-12 1 11-8-12 12_-121 I 15-11-12 1 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-1-0 Plate Offsets(X.Y} [7-0-1-8 Edge].[12:0-1.8.Edge].[15:0-1-8 Edge] [16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2351/0,3-4=2351/0,4-5=2351/0,5-6=-2679/0,6-7=-2679/0,7-8=1863/0,8-9=1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=304/0,4-15=0/264,8-12=-448/0,2-17=-1585/0,2-16=0/983,7-14=0/950,6-14=281/0,5-15=-490/0, 9-11=1159/0,9-12=0/1121 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. � p� PRO, 2 89782PE im' 1-041 -7 OREGON ©N 4 99 11- °Al1LR ' EXPIRES: 12/31/2016 August 7,2015 4 A mu— ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the respansibillity of the a B� e'f+ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IMI R --- fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSS-89 and BCSI Building Component 7777 Greenback Lane Safety Inlonnatlon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Clinic Heights CA.95610 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?RiDBEU?ottOyciBiN 1-9-14 1 1 1-2-0 I I 0-8-14 I I 2-6-0 I Scale=1:17.6 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 a a Alt 0 N - e e e 11 10 9 8 41111. 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4 = 2-0-14 12-7-1a 13-2-14 I 9-4-4 I 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X Y)— 12'0-1-8.Edgel.[3'0-1-8.Edge] LOADING(psi) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(L) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC20121TP12007 (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(lb)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. ��gED PRQf 2 89782P 9" f — �i 9,� •REGON p'`. �,,, 4.Q V'4RY A5 2 k, pA UL EXPIRES: 12/31/2016 August 7,2015 4 I ma- ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. . Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MITQJKx 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 QuaBly Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safety Intonnallon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Can,c Height`CA ASe10 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-uZBS0zc10j6XW/b1 xUJmT5MGNFRRbbOjfYQPgygBiM I 2-6-0 I 2-1-12 1 1 1-2-0 1 1 0-9-8 1 2-3-0 I I 2-3-0 1 1 1-2-0 I 10-88 I Scale=1:28.5 1.5x3 II 3x5= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 4x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 a\` • a o N ir N e e ee e 1.'''' 16 15 14 13 12 ^ 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 I 4-10.12 IS-5-12 I6-0-121 11x12 12-3-121 I 16-4-4 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-5-3 Plate Offsets(X.Y)— [7:0-1-8.Edge1I12:0-1-8 Edge].[15:0-1-8 Edge].[16:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.25 14-15 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.39 14-15 >501 360 BCLL 0.0 Rep Stress Ina 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 puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=714/0-4-4,11=714/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2435/0,3-4=2435/0,4-5=2435/0,5-6=-2821/0,6-7=-2821/0,7-8=2063/0,8-9=2063/0 BOT CHORD 16-17=0/1509,15-16=0/2435,14-15=0/2698,13-14=0/2063,12-13=0/2063,11-12=0/1552 WEBS 3-16=-319/0,4-15=0/287,8-12=559/0,2-17=-1629/0,2-16=0/1028,7-14=0/894,6-14=-276/0,5-15=526/0, 9-11=1675/0,9-12=0/946 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��RED PRQPFss .� �NGIN4- ro 2 Q 89782PE Ff' .I 9 .F EGOy-dilN ©'% �,, kPAUL �` � EXPIRES: 12/31/2016 August 7,2015 4 _ 1 a 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 Mick connectors.This design is based only upon parameters shown,and is for an individual building component.~ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not buss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Mitek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BYB fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Qually Criteria,DSII-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 rilnrc Heights,CA ASR10 Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264_UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s J01 11 2014 M7ek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-MIIgEJcfn0EO7HADVCgi GheXZnbxA2zXyJH,yHyq BiL 1 2-6-0 I 2-1-12 1 1 1-2-0 1 1 0-9-8 1 2-3-0 I I 2-3-0 1 1 1-2-0 I 1)-6-191 Scale=1:28.2 4x4= 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 a _ a o ir \ _ / o \ e 9 o 111111111111 — .. N N e - e e e 2 i 1 16 15 14 13 12 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4 = 3x4= 12-10-12 I 4-10-12 15-5-12 F-0-12 1 11-8-12 12-3-121 I 16-2.8 1 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)— 17.0-1-8 Eilgej.112'0-1-8 Fdgel [15:0-1-8 Edge],[16:0-1-8 Edge] LOADING(pst) SPACING- 1-7-3 CSL DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BOLL 0.0 Rep Stress Inc( YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012TTPI2007 (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=314/0,415=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. .��ED PROP,- �cn, �NGINS /p 2 8.782PE 91' OREGON o'�"4' 9i4 t'gRY 1b Q, PA UL R''J EXPIRES: 12/31/2016 August 7,2015 a I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11.7473 rev.02/162015 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. MT 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 MiTp+k+ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII QuaBy 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 ritmc Haighlc rA acaln Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I (Drawings not to scale) Damage or Personal Injury MEIDimensions 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 orX-bracing,is always required. See BCSI. IIIINIKEIIIIIIIIIIIIIIME Truss neer.For 1/16 2. wide bracing cring mustb designed dividuual lateral)b acan es themselves p 4 may require bracing,or alternative Tor I _ O iliiiiiikelp bracing should be considered. (♦-� O 3. Never exceed the design loading shown and never U stack materials on inadeqs uately braced trusses. d i g t i l For 4 x 2 orientation,locate ~ c�-s cs cs e 4 designer,erection tsupervisorsproperty ownerand plates 0 "is'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �! Indicated by symbol shown and/or specified. by text in the bracing section of the output. Use T or I bracing 13.Top chords must be sheathed or purlins provided at spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING w., 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary t 16.DiDont ©2of an engineer. ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. oto 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, flak 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, nn. , ►� ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 Roseburg J2 AI 4-1916 1:3 m A Formi Products Company 1 of 1 CS Beam 2016.4.0.5 kmBeamEngine 4.13.19.1 Materials Database 1547 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: 0480 live, U240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 1450 11 70 2600 / Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 499# — 2 14' 5.000" Wall DFL Plate(625psi) 3.500" 3.500" 1342# — 3 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 397# -4# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 391#(245p1f) 108#(67p1f) 2 1033#(645p1f) 310#(194p1f) 3 323#(202p1f) 7311(46p1f) Design spans 14' 2.375" 11' 4.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1492.' 2820.'# 52% 5.9' Odd Spans D+L Negative Moment 1762.'# 2820.'# 62% 14.42' Total Load D+L Shear 714.# 1220.# 58% 14.41' Total Load D+L End Reaction 499.# 1151.# 43% 0' Odd Spans D+L Int.Reaction 1342.# 1775.# 75% 14.42 Total Load D+L TL Deflection 0.2501" 0.7099" 11681 6.61' Odd Spans D+L LL Deflection 0.2039" 0.3549" U835 6.61' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON Allpoductnamesaretrademaksoflher especfiveowners IWMI L.HENDERSON EWP MANAGER Coprdght(c)2016 by Simpson sty g re con parry lnc.nu RIGH S RESERveo. PACIFIC LUMBER&TRUSS '•Passing redefined as when the member,ltoorjol3,beam orgirder,shown on this drawing meetsapplicable desgn criteria for Loads,Loading Conditions,and Spans lbend on thissheet.The BEAVERTON,OREGON 97005 desgn must be reviewed by a qualified designerordesgn professional as required forapproval.This desgn assumes product installation according to the manufachvers specifications 503-858-9663 Re: 7-A GE AT GARAGE 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: K1345829 thru K1345848 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. ��gs�D PROpex,, GINFF� /a 89782PE 9 OREGON4 %EXPIRE 12/34/20:„16 August 10,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main di claddingrcriterig 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 PIP Wind: 190 mph, h=29.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PIP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PIE load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall 004. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPIF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-03-04 8-03-09 '1 '1 T 12 IIM-9x9 12 14.00 V 3 '14.00 L,.,-7' M-3x4 M-3x4 ,��0D PR 0fiFss 1-00J. y 16-06-08 y1-00 C� �NGIIV 4--. /0 /0�1/41 9. '' " )39782PE r JOB NAME : POLYGON NW PLAN 7-A NH - Al , =..J Scale: 0.2641 WARNINGS: GENERAL NOTES, unities otherwhe noted � V,.r�/ ''/' \v' " I.Builder and eredbn contractor should be advhed of al General Notes 1.This design h based only upon the parameters Mown and h for an individual ,I RE4l V I Y h• �. Truss: Al 2 Weminsoe sster construction commences building component.Applicability of design parameters and proper &a I� 2.9r4 compression web bracing mud be installed where shown.. Incorporation of component Is the responsibility of the battling designer. /t(.T 5 '�. 3.Additional temporary bracing to Insure stability during cendruction 2.Design sesames IM top and bottom sherds to los laterally braced at �/irl/'l by Is the responsibility of the erector.Additional permanent bradng of continuous sen aloins cash as respectively ywood eh unless braced naror arywal hout their length (V' DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2v Impact bddging or lateral bracing required where Mown•• SEQ.: K 13 4 5 8 2 9 4.No bad should be applied to any component until after all bracing and 4.Installation N pation of tone s the responsibility sibility oused f the nm non-corrosive contractor, ntr neon, fasteners are complete and at no time should any loads greater than Design assumes design bade los applied to any component. and are for"dry condition"of use. 12/31)2016 ry/.�j.1/I](�.4 c TRANS I D: LINK 5.Compurnn has no control over and assumes no responsibility ter the 8.Design assumes W bearing al all supports shown.Shim or wedge if EXPIRES: 1 G/J 1/GV F 6 fabrication,handling,shipment and Installation of components 7,Desgn a assumes adequate drainage is provided. 1A1 St 10,2015 6.This design Is furnished subject to the limitations set fodh by a.Plates shall be located on both faces of Inlet,end placed so their center TPIANTCA In BCSI,copies of which Mil be furnished upon request. Ines colndde with joint center Imes 9.Digits indicate she of plata In Inches, MiTek USA,IRC./COmpuTrus Software 7.6.6(1L)-E 10.For beds connector plate design values see EBR-1311,ESR-1946(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-84) 485 3- 8=(-270) 278 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2- 3=(-704) 207 8- 6=(-70) 383 8- 4=(-269) 530 WEBS: 2x4 KDDF STAND 3- 4=(-546) 278 8- 5=(-270) 278 LOADING 4- 5=(-546) 278 TC LATERAL SUPPORT <= 12"OC. OON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-704) 207 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=( 0) 86 TOTAL LOAD = 42.0 PIF OVERHANGS: 12.0" 12.0" LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -149/ 809V -292/ 2926 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -149/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2• Deslan checked for net(-5 osfl uD31ft at 24 "oc soacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-03-04 8-03-04 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-03 4-00-04 4-00-04 4-03 MAX LL DEFL = -0.002" @ 17'- 6.5" Allowed = 0.100" q f ' 4' 4' MAX TL CREEP DEFL = -0.003" @ 17'- 6.5" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.019" @ 10'- 0.2" Allowed = 0.387" 12 12 MAX BC PANEL TL DEFL = -0.047" @ 3'- 9.1" Allowed= 0.498" M-4x6 14.00 14.00 9.0" MAX HORIZ. LL DEFL = 0.006" @ 16'- 1.0" 4 MAX HORIZ. TL DEFL = 0.009" @ 16'- 1.0" di �q •( Design conforms to main windforce-resisting jl system and components and cladding criteria. Wind: 190 mph, h=29.lft, TCDL=4.2,BC DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 0 til� l� u) I 8 I O M-3x4 M-3x8 M-3x4 8-03-09 8-03-04 y y y � tAG,INE ''R (.9/0 1-00 16-06-08 1-00 4i/C? c 89782PE sr,. JOB NAME : POLYGON NW PLAN 7-A NH - A2ice- >-/ -> Scale: 0.2614 / r.7 • WARNINGS: GENERAL NOTES, unless otherwise noted. - Truss: A2 Builder and eredlencontroderawddbeedissdetelGeneral Notes I.This design is based only upon the parameters&town and is for an individual A�yL i OREGON N. and Warnings before construction commences. biding component.Applicability of design parameters and proper /f,I rp Q"' 2.2s4 compression web bracing must be Installed where shown t: Incorporation of component Is the roaponsiblllty of the building designer. -9,a, A� (//1 y.^•-: e,+ (,•' � 3.Additional temporary bracing to Insure gabby during construction 2.Design assumes tit tap and bottom chards to be latently braced ai 77 '•ll/•�j/ J Is the responsibility of the ardor.Additional permanent bracing or 7 u.e.and al 10:o.e.respectively unless braced Throughout Ihelr length by ���•••yys'L_*�{1 continuous ehealhing such as plywood sheathing(TC)andrur drywaI(BC). 4 U L DATE: 8/10/2015 tit overa8 structure Is the responsibility of the building designer. 3.2s lmpad bridging or lateral bracing required where shown v+ �"1 L SEQ.: El3 4 5 8 3 0 4.No bad should be applied to any component until altar el bracing and 4.Inatellatbn of trues Is IM roaponsibilly of the respective contractor. fasteners are compete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, TRANS I D: LINK design bade be applied to any component. and are for"dry conditionor use. 5.CampuTrus hes no control over and assumes no responsibility ler the 8 Design assumes 841 beartng at all supporta shown.Shim or wedge It EXPIRES: 12/31/2016nece fabrication,handling,shipment and Installation of components. essry. 7.Design assumes adequate drainage e Is press,a. August 1 0,2015 8.This designs ISMp subject which the limitations:let forth r 8.Plates snap a located on ter faces of truss,end placed so their center TPBWTCA In SCSI,copies of which wit be furnished upon request. Ines coincide with joint anter Ines. B.Digits Indicate size of plate In Inches. MITek USA,Ino./ConlpuTrus Software 7.6.6(1L)-E 10.For basis connector plate design values see ESR•1311,ESR-1588(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-06-08 GIRDER SUPPORTING 35-01-0B IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6136) 1370 1- 6=(-864) 3722 2- 6=( -630) 2990 BC: 2x6 KDDF #1&BTR 2- 3=(-4064) 1092 6- 7=(-868) 3790 2- 7=(-1886) 570 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-4064) 1042 7- 8=(-778) 3740 7- 3=(-1494) 5772 2x9 DF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6136) 1370 8- 5=(-774) 3722 7- 4=(-1886) 570 2x6 ROOF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 16'- 6.5" V 8- 4=( -630) 2990 BC UNIF LL( 419.1)+DL( 301.6)= 715.6 PLF 0'- 0.0" TO 16'- 6.5" V TC LATERAL SUPPORT <= 12"OC. DON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1450/ 6448V -256/ 256H 5.50" 10.32 KDDF ( 625) 16'- 6.5" -1450/ 6948V 0/ OH 5.50" 10.32 KDDF ( 625) --",- ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: \n/ 9" oc in 2 row(s) throughout 2x6 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 7" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 g MAX LL DEFL = -0.039" @ 4'- 5.2" Allowed = 0.781" 9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.079" @ 4'- 5.2" Allowed = 1.042" MAX HORIZ. LL DEFL = 0.014" @ 16'- 1.0" 8-03-04 8-03-04 MAX HORIZ. TL DEFL = 0.024" @ 16'- 1.0" 4' 1' 4-06-15 3-08-05 3-08-05 4-06-15Design conforms to mai n windforce-resisting 1 '1 1 f 1/ system and components and cladding criteria. 12 12 M-4x10Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 19.00 P 14.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 34.0" load duration factor=l.6, Truss designed for wind loads Ain the plane of the truss only. M-3x6 M-3x6 z AA1 . 2 o 1 M_IE��1611 11 ®�nilY�mN_ o M-5x10 M-3x8 ` M-7x10 M-3x8 M-5x10 I I 0 4-05-03 y 3-10-01 y 3-10-01 y 4-05-03 y 'S� �'N QFfi�n9 y l C� N 90 16-06-08 17 8 782PE r` JOB NAME : POLYGON NW PLAN 7-A NH - A3 Scale: 0.2332 �, t" . l .-.,....,^ WARNINGS: GENERAL NOTES, unkasethenolae noted Lyy OREGON 40 t Builder and erection conbedor should be advind of al General Notes 1.This design la based only upon the parameters shown and h for an individual ,I OREGON (tib Truss: A3 and Warnings before eonetruclbn commences building component.Applicability of design parameters and proper 2.2x4 compreesbn web bracing must be Installed where shown c. incorporation of component Is the responsibility of the building designer. '`r R Y ,� 2 V� 3.Additional temporary bracing to Insure stability during construction 2.Design essumas Aro top and bosom chords to los laterally braced at _ b the responsibility of the erector.Additional permanent bracing of 2 o.c.end el 10 o.c.respectively udaas brand ITE) ori their length by �l continuous sheathing such es plywood sheathing(TC)end/or drywall(BC). (--44 J1 1 I 1 ^" DATE: 8/10/2015 the overel structure la the responsibility of building designer. 3.2a Impact bridging or Intend bracing required where shown.+ y"1 l,/L. SEQ. : K1345831 4.No load ahasId be.ppl;ed to any oon,pensrl 0,81 sItar SI bradng and 4.dsiel^lloonnoor of is the onsiNktof to be used fth�osp dive contractor. e nr ctor. rat. fasteners are complete and at no time should any loads greeter then Deign assumeor"dry trusses eraion.of nb. TRANS I D: LINK deign loads be applied to any component. E Design stomas full bearing at 51 supports shown.Shim or wedge If 5.CompuTms hes no control over and assumes no responsibility for the necessary, EXPIRES: 12/31/2016 fabrication,handling,shipment end mstelltion ofeomponents. 7.Design assumes adequate drainage is provided. August 10,2015 e.This deign is furnished subject to the limitations set forth by B.Plates shall be located on both faces of Iron,end placed n their center TPLWICA 8,SCSI,copies of 511ch will be furnished upon request. Anes celndde with joint center Ions. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values ass ESR-1311,ESR-19138(Wilk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0"C C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.3ft, TCDL=9.2,BC DL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 POP Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall 005. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL t-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-06 3-06 4 '1 T 12 12 I I M-4x4 19.00 V 2 7\14.00 Al Mil4 l•-. Lr, rm.joiliminumimmini.Lii ,.,-, M-3x9 M-3x4 1 1 7-00 co ,, G NE op,- ' 89782PE v JOB NAME : POLYGON NW PLAN 7—A NH — B1 Scale: 0.5570 -,.-. WARNINGS: GENERAL NOTES, unless otherwise noted: C.a 40 I.Builder and erection contractor should be advised dal General Notes 1.Thu design b based only upon the parameter•shown end l•for en Individual y .'' OREGO� N Truss: B1 and Warnings before wnetruclbn commences. building component.Applicability of design perimeters end proper ff 4 . q, ) Nr 2.54 compression web bribing mem be installed where mown.. incorporation of component le me responsibility of me building designer. Cil V 3.Additional temporary bracing to Insure stability during construction 2.Design sawmes the top and bosom...for to be lataghe braced al 7� -9th y 5 Is the responsibility of the erector.Additional permanent bracing of 2'o e and at 10 o.e.respectivelyply unties braced throughout their length byifr DATE: 6/10/2015 the overall structure is the m sibll f the baldingdesigner. continuous Impactlbgingor were•acing re•ire wheresswr•r arywegec). �J'�y �. �n tyo3.le Impact ottmoorlaMrelbredngly of he where Mown.. �""tt SEQ.: K 13 4 5 8 3 2 4.Na load should be applied to any component until after al bracing and 4.Design of truss Is IM responsibility of me respective contractor fasteners ere complete and at no time should any loads greater than s.Design assume•trusses are to be used In a non-corrosive environment, T RAN S I D• LINK demon bads be applied to any component. and are for"dry condition.of use. A CampuTma has no control over and assumes no responsibility for the A Oe leg seams!NN bearing at log supports anowm.Shim or wedge II EXPIRES: 12/31/2016 fabrication,handing,shipment and Installation of components. ry. T.Design.shodbassumes catedon drainage is rusieed. n AUgUSt 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed w their center TP WOlCA In BCSI,copies of which will be famished upon request. Anes coincide with Joint center Inc.. uTrus Software 7.6.6 1LhE 9.Digits indicate size o1 plate in inches. MITek USA,Ino./Com P ( 10.For basic connector plate design values see ESR-1311,ESR-19e8(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 24'— 8.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. PC: 2x4 KDOF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #16BTR; SPACED 24.0" O.C. Design conforms to main windforce—resisting 2x4 KDOF #16BTR B2 system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. 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, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. 4-1x2 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. 12-04-04 12-04-04 T T � 12 IIM-4x4 12 7.00 I7 Q 7.00 _N WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS 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 DUE TO THE LACK OF LATERAL BRACING PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL BRACING TO THE HINGE CONNECTION SITUATION. o ` 0 0 O M-3x5(S) M-3x4 M-3x4 y 10-00 y 14-08-08 O r R opL* 24-08-08 ; 14 GIN /? 4t7 $9782PE c' �/ JOB NAME : POLYGON NW PLAN 7—A NH — Cl Scale: 0.3040 '� ; " WARNINGS: GENERAL NOTES, unless otherwise noted V (y OREGON �4 1.Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown end Is let en Individual . 11,/,OREG OI , Truss: Cl and Warnings before construction commences building componentApplicability of design perimeters and proper C/l 2.214 cempreseen web bredne must be Instated where shown 5. incorporation of component la the responsibility of the building designer. ,1 .4 3,Additional temporary bracing tel Insure Nattily during construction 2.Design eseum.e the rep and bosom dobe to be laterally braved al 7 �1 J Is the responsibility of Me erecter.Additional permanent bracing of Y Dace end al shea co.g sash. plyelywood unless braced throughout their length by DATE: 8/10/2015 the owereAetrucWreeeeresponsibgiyorthe butdingdesigner. 3.ZxImpactbaddgingterrlatealb,edng�q�ah�eMown„+rdryweA(Bc). pAUt— Ck\ SEQ.: Ki3 4 5 8 3 3 4.No bad should be applied to any component unilateral bracing and 4.Ineeeason of truss is the responsibilty of the respectNe contractor. Wieners ere complete and at no time should any bads greater than 5.Design assumes trusses erre to be used ins non-corrosive environment. TRANS I D: LINK design bads be applied to any component. and we for"dry condglon"of use. 5.CompuTrus has no control over and assumes no responsibility for the EXPIRES: De sise�N assumes lull besting at eA supports shown.Shim or wedge If EXPIRES: 12/31/2016 febncatbn,handling,shipment and inaleleh.lion of cemponenry. 7.Design furnisheds es adequate drainage I.provided. August 1 0,2015 8.This design is furnished subject to the limitations set forth by S.Pelee shill el bebe o located on both fees of hsese w o ,aplaced their center TPVWTCA in SCSI,copies of which nil be fumehed upon request. Owe coincide with Joint canter Anew B.Digits indicate site MITek USA,Ino/CompuTrus Software 7.6.6(11)-E 1B.For heels connector pplate dalIgn al ) te t inc es. (Mi sea ESR-7377,ESR-1088 Tek This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 29'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #148TR LOAD DURATION INCREASE = 1.15 1- 2=(-2855) 608 1- 7=(-473) 2459 7- 2=( -195) 1460 BC: 2x9 KDDF #1BBTR SPACED 29.0" O.C. 2- 3=(-1140) 335 7- 8=(-966) 2401 2- 8=(-1691) 453 WEBS: 2x9 KDDF STAND 3- 9=( -987) 311 8- 9=(-199) 1225 8- 3=( -172) 678 LOADING 4- 5=(-1549) 313 9- 5=(-198) 1227 8- 4=( -556) 202 TC LATERAL SUPPORT <= 12"05. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 57 4- 9=( 0) 326 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF OVERHANGS: 0.0" 12.0" BEARING MAX VERT MAX HOBE BRG REQUIRED BRG AREA ** For lean LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ger specs. - Bee approved plans 0'- 0.0" -135/ 1037V -168/ 162H 5.50" 1.66 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 8.5" -179/ 1157V 0/ OH 5.50" 1.85 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 29 "o0 spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.125" @ 5'- 9.0" Allowed = 1.190" MAX TL CREEP DEFL = -0.248" @ 5'- 9.0" Allowed = 1.586" MAX LL DEFL = -0.002" @ 25'- 8.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 25'- 8.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.077" @ 24'- 3.0" MAX HORIZ. TL DEFL = 0.128" @ 24'- 3.0" 12-04-04 12-04-04 f f f Design conforms to main windforce-resisting 5-10-12 6-05-08 5-03-07 7-00-13 system and components and cladding criteria. Wind: 140 mph, h=22.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IIM-4x9 7.00 Q 7.00 load duration factor=l.6, 4-0" Truss designed for wind loads 3 w-,( in the plane of the truss only. M-3x4 M-3x6 se M-3x5 / 16hiii n-, M-5x6 O u 1.* 8 9 5 0 o M-5x10 M-1.5x3 M-3x4 1 0 .. 3.50 3.50 12 12 )* 1 1 1 1 5-09 5-03-08 6-07-03 7-00-13 1 5-09 1 5-03-08 1 13-08 l-00 ��.\� `�G N [��S ,/, 24-08-08 �' O�i JOB NAME : POLYGON NW PLAN 7-A NH - C2 /J/)9782 ' 'Scale: 0.2375 /�\r/ _- !_. \ WARNINGS: GENERAL NOTES, unless otherwise noted V / l 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and is for en individual -7 OREGON ''• Truss: C2 and Warnings before construction commences. building component,Applicability of design parameters and proper /r (1© 2.2x4 compression web bredng must be Installed where shown*. 4,14T- incorporation of component Is the responsibility of the bottling designer. ''f,49). }�(/^ y:-4t6 V (f Q�. 3.Additional temporary bndng to Insure elabiliiy during construction 2.Design assumes the top and bottom drone to be laterally braced at T �l J Is the responsibility of the erector.Additional permanent bndng of T o.c.end a1 ICI o.c.respectively union brand throughout their length by ` continuous sheathing such l b*wood a uir a where and/or drywap(BC). *A' +t �` DATE: 8/10/2015 the averse structure Is the responsibility of the building designer. 3.2x Impact bridging or lalersl bndrp required where shown** u L SEQ.: K 13 4 5 8 3 4 4.No bad should be applied to any component until eller el brsdng end 4.Installation of bun le the responsibilty of the respedNe mntrador. fasteners are compete and at no time should any pads greater than 5.Design assumes Mines are to be used Ina mntonastve environment, TRANS ID: LINK design loads be applied to any component. end are for'dry condition"of we. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing t el supporta shown.Shim or wedge If EXPIRES. 12/31/2016 fabrication.handling,shipment and Installation of components. nenxazy. 7.Design assumes eded on eotPage is provided. August 10,2015 5.This design aIumWsq shipment n in!Imitations set form n 8. abet be scaled at both fans of Icon,and plated m theinenter TPI,TCA in SCSI,copies of Phich nil be furnished upon request. Ines coincide with Joint center lines. MiTek USA,Inc./Com Trus Software 7.6.6 1 L E S.Digits Indicate sin of plate In lychee. Iw ( )- IS.For basic connector plate design values see ES11-7311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF 01513TR; LOAD DURATION INCREASE = 1.15 1- 2=(-2890) 810 1- 7=(-543) 2985 7- 2=( -239) 1975 2x6 KDDF#16BTR T2 SPACED 24.0" O.C. 2- 3=(-1185) 519 7- 8=1-534) 2926 2- 8=(-1650) 495 BC: 2x9 KDDF #1613TR 3- 4=( 0) 0 8- 9=(-387) 1244 8- 3=( -217) 691 WEBS: 2x9 KDDF STAND LOADING 3- 5=(-1025) 924 9-10=(-386) 1245 8- 5=( -597) 369 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1540) 527 10- 6=(-427) 1229 5- 9=( 0) 232 TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ---------------- LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24" OC DON. FOR 0'- 0.0" -241/ l0S7V -126/ 1288 5.50" 1.69 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 2.5" -17/ 365V 0/ OH 131.00" 0.58 KDDF ( 625) ______________________ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 1.5" -760/ 1084V 0/ OH 131.00" 1.74 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacikg. M-1.5x9 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 vertical members (uon). MAX LL DEFL = -0.125" @ 5'- 9.0" Allowed= 1.187" MAX TL CREEP DEFL = -0.248" @ 5'- 9.0" Allowed= 1.583" Unbalanced live loads have been MAX HORIZ. LL DEFL = 0.079" @ 24'- 8.4" considered for this design. MAX HORIZ. TL DEFL = 0.130" @ 24'- 8.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=29.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 17-06-12 17-06-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f ' f load duration factor=1.6, 5-10-12 6-05-08 5-02-08 0-00-15 17-05-13 Truss designed for wind loads in the plane of the truss only. 12 IIM-9x9+ 12 12 7.00 177 4 M-5x6 Q 7 00 ... 17.00 Gable end truss on continuous bearing wall. M-1x3 or equal typical at stud verticals. Refer to MiTek gable end detail for complete specifications. M-4x6 3 S��r :M-4x9 � I M-5x6+(S) M-3x6 s 2 N 1. I lr� M-3x5 7 -, M-5x617" �� , _30.0 Io M-5x10 M-3x5 M-3x6+(s) o 1 a 3.50 3.50 M-3x4+ 12 12 Ep PROFt.. 5-09 5-03-08 6-07-03 6-06-13 10-11 .0NGIN E ' / y y l l j O4 5-09 5-03-08 24-01 1-00 krfp r„/89782PE 35-01-08 1-00 / i-7 e------ JOB NAME: POLYGON NW PLAN 7-A NH - D1 /\--7 \. ....... Scale: 0.1790 f✓ /'c 40 WARNINGS: GENERAL NOTES, unless otherwise noted. It+OREGON Z) ' 1.Builder and erection contractor should be edvlrotl of all General Notes 1.This design la based only upon the parameters shown end b for an Indladuel ..FJ /f^`-. i r 1,9 `¢ Truss: D1 and Warnings before construction commences. building component.Applicability of design parametare and proper 7 '7/(Y }J �4(e4,, ZS Eel compression web bracing must be Inetalbd where shown*. Incorporation of component Is the responsibility of the building designer. • a4" ` 3.Additional temporary bracing to Insure etablhy during construction 2.Design assumes the lop and bottom chords to M lebnly braced et 'I PA UL 1l is Me responsibility of the erector.Additional permanent bracing of T o.e.and et 10 o,e,respectively unless braced throughout Meir length by }•� continuous sheathing such as plywood sheathing(TC)and/or drywaA(BC). DATE: 8/10/2015 the overall structure is the responsibility of the balding designer. 3.2a 1mped bridging or lateral bredrp required where shown* SEQ.: K 13 4 5 8 3 5 4.No bad should be applied to any component antl ager al bracing and 5.4.Deal Installation etbu trusses reaape be usedlof noncmroe ne tractor. n6 fasteners are complete and at no time should any bads greater thanDesign assumes EXPIRES: 12/31/2016 design bads be applied to any component. and are for"dry bandit]."of use, TRANS ID: LINK 5.CompuTnnhasnocontroloverandassumesnereaponeibilltyforte B.none aeseumes nllbearing atalaupponeeh .SMmorwedgsI August 10,2015 /ebricatbn,handling.shipment and installation of components. gatty 7.Design assumes adequate drainage I.bed. Oda s design h fumieMsubject the e Ilmilallena sat forth by S.Plebe shell b be located on both hose of inasens,and placed at their center TPIMTCA in SCSI,copies of which will be furnished upon request. Anes coinelde with joint center linea. 4 Digits indicate of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1LhZ 10.For basic connector plate design value.see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4268) 838 1- 8=(-669) 3798 8- 2=( -303) 2203 11- 6=(-251) 211 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=1-1985) 989 8- 9=(-657) 3711 2- 9=1-2202) 480 WEBS: 2x9 KDDF STAND 3- 9=1-1516) 448 9-10=1-234) 1697 9- 3=1 -21) 320 LOADING 4- 5=(-1505) 952 10-11=(-216) 1597 3-10=1 -671) 259 TC LATERAL SUPPORT <= 12"0C. WN• LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2129) 509 11- 7=(-359) 1912 10- 4=( -275) 1096 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2348) 510 10- 5=( -657) 256 TOTAL LOAD = 42.0 PSF 5-11=( -51) 494 ** For hanger specs. - See approved plans LL = 25 POE' 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" -215/ 1475V -232/ 232H 5.50" 2.36 ROOF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 1.5" -215/ 1475V 0/ OH 5.50" 2.36 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND 2• Design checked for net(-5 nsf) uplift at 29 "oc soaclig, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/IB0 MAX LL DEFL = -0.206" @ 5'- 9.0" Allowed = 1.710" MAX TL CREEP DEFL = -0.412" @ 5'- 9.0" Allowed = 2.281" MAX HORIZ. LL DEFL = 0.127" @ 34'- 8.0" MAX HORIZ. TL DEFL = 0.211" @ 39'- 8.0" Design conforms to main windforce-resisting system and components and cladding criteria. 17-06-12 17-06-12 Wind: 140 mph, h=29.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-10-12 5-05-04 6-02-12 5=08=06 5-08-06 6-01-15 f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ' ' ' 1' 1' Truss designed for wind loads 12 12 in the plane of the truss only. M-9x6 7.00 Q 7.00 4.0" 4 4a' M-5x6(S) -\ M-5x6(5) 3.1 0.25" 0,25" 3 y` fir. -FA M-3x8 -1.5x3 + + 6 M-3x8 rade N -�B ` N o M-5x8 ` 0 m 1* 9 r10 l' 11 '**7 0 I =M-6x6 0.25" M-3x4 M-3x5 I 0 d 3.50 3.50 D M-5x8(5) 12 12 y y y GV r v5-09 5-03-08 6-06-04 8-07-07 8-11-05 C � c C�y t -1. /5-09 5-03-08 24-01 C5.' 61`y 35-01-08 1444 8 7$ P 1. JOB NAME : POLYGON NW PLAN 7-A NH - D2 % - Scale: 0.1739 f Wir WARNINGS: GENERAL NOTES, unlesseth.rwl•e noted Co..s" fes,, Truss: D21.Builder M der end eron contractor should be advised of al General Notes 1.This design Is based only upon the parameter. own and is for en Individual F OREGON N. as end Warnings before constnrctbn commences. building componentApplicability of design parameters and proper 1! �( 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building dealgner. e ' �} 3.Additbnel temporary bracing to inure stabllhy during construction2.Design aseumes the top end bottom chords to be laterally braced at SI 'l RY i� �i b the responsibility of the erector.Additional permanent bradrig of 2'o.c.and a11P o e respectively unless braced throughout their length by T Ty+ DATE: 8/10/2015 t e overall structure Is the responsibility of the building designer. continuous sheathing bridging Wer I b ptyngodsheathing(TC)hereOman drywaA(BC). �' u UL CS.` 93.Zr Impact bndging or the ne bracing ty et the wham Wvm*e f� ; SEQ. : K1345836 4.No bad should be applied to any component untyafter albracing and 4.Inatelation used fle respective contractor. feeenera are complete and at no time Wind any loads greater than 5.Design assumes trusses are to be used In a nonunosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry eendhlon"fuse. 5.CampuTrus hes no cordrul over and assume no responsibility for the ° °e.19"etwmes full beating at ell supports show.Shim or wedge 11 EXPIRES: tebdcolbn,handling,shipment and Installation er components. necosssry. 7. ed. 5.This design is heniehed subject to the Jana:Pons set forth by 8.Plates naheO be located onassumes e beth fetes drainage lettruss s,and placed so their center August 10,2015 TPI WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center line. MITek USA,Inc./Com uTrus Software 1L 7.6.6 9.51g6.Indkate size of Mete In inches. p ( ).E 10,For beet=connector plate design values.e ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spec:4g. TC: 2x4 KDDF #1OBTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=1.6, Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Truss designed for wind loads considered for this design. in the plane of the truss only. LL = 25 POE Ground Snow (Pg) Gable end truss on continuous bearing wall U04. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-152 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17-06-12 17-06-12 4 q T 11-08-09 5-10-03 5-10-03 11-08-09 T T T T T 12 IIM-4x4 12 7.00 3 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS 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 DUE TO THE LACK OF LATERAL BRACING M-3x5(S) 10071/ M-3x5(S) PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY 0 t4 FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL RACING TO THE HINGE CONNECTION SITUATION. 0 2 4 0 1 I 6 I oM-3x5(S) O M-3x4 M-3x4 I PRQF'e 17-06-12 17-06-12C. IN /O. 1- 35-01-08 1. ,..=. 1. 4 89782PE 1-- JOB JOB NAME : POLYGON NW PLAN 7—A NH — D3 f`' �'%.-- Scale: 0.2314 WARNINGS: GENERAL NOTES, unless otherwise noted lila' 1 Bolder and eredicn contrador should be advised dal General Notes 1.This detlgn in based only open the parameters shown and is for an individual 9x-OREGON Ate.Truss: D 3 end Warnings before construction commences budding componentApplicability of design parameters end proper 'k<. ... Z- 2.244 compression web bredng mule be installed where shown«, incorporation of component is the respontlblity of the building designer. -Y/94, .1f C..o4 Ey`- G v '�'* 3.Additional temporary brecmg to Insure tlablity during construction 2.Design assumes the top and bottom chords to be laterally braced at 7 �PAUL lyrl Y J ea_4 y is the respontlblliy of the erector.Additional permanent bracing of T such ee plywood unless braced and/or drywa(„hout their BhC).. f.) 1'` `l. DATE: 8/10/2015 the overall structure Is me responsibility of the balding designer. 3.20 Impact bridging or lateral bredng required where Mown«« �/sem. SEQ.: K 13 4 5 8 3 7 4.No Toed Mould be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners ere compete and at no time Mould any beds greater then 5.Design aseumee trusses ere to be used in a noncorrosive environment. design bade be applied to any component. and are for'dry condition"of use. �/ [[''�� 12/31/2016 A/'�/t].d ry .d�! TRANS I D: LINK 5.Cornpurrue hes no control over and assumes no responsibility for the 8.Design assumes full bearing al all supports shown.Shim or wedge If + EXPIRES. 1 2/3 d/20 I V febricatbn,handling,shipment end installation of components. 7.Desig+„sumes adequate drainage la provided. August 10,2015 e.RIR design Is furnished subject to the limitations set forth by S.Plates shall be boated on both faces of truss,and placed so their center TPIANTCA In SCSI.copies of which AIA be furnished upon request. Anes coincide with joint center lines. 9.Digits Indicate sin of pieta In Inches. Wee USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate deNgn values see ESR-1311,ESR-1988(Web) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1-2309) 503 1- 8=(-348) 1971 2- 8=(-225) 205 BC: 2x9 KDDF #166TR SPACED 24.0" O.C. 2- 3=(-2088) 501 8- 9=1-216) 1658 8- 3=( -45) 960 WEBS: 2x4 KDDF STAND 3- 4=(-1496) 951 9-10=(-214) 1589 3- 9=(-640) 253 LOADING 4- 5=(-1495) 450 10- 7=(-359) 1902 9- 4=(-282) 1122 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2109) 505 9- 5=(-653) 255 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2336) 509 5-10=( -50) 983 00 For hanger specs. - See approved plans TOTAL LOAD = 42.0 PSF (-251) 211 10- 6= LL = 25 PUP Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -216/ 1470V -231/ 231H 5.50" 2.35 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 0.0" -215/ 1470V 0/ OH 5.50" 2.35 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.098" @ 17'- 5.2" Allowed = 1.704" MAX TL CREEP DEFL = -0.199" @ 17'- 5.2" Allowed= 2.272" MAX HORIZ. LL DEFL = 0.045" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 34'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 17-05-04 17-06-12 Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-00-07 5-08-06 5-08-06 5-08-06 5-08-06 6_01_15 I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, '( j' 4' 4' Truss designed for wind loads 12 12 in the plane of the truss only. M-4x6 7.00 Q 7.00 4.0" 4 4S( ro� M-5x6(S) 1 M-5x6(S) 0.25" 0.25" +8 M-1.5x3 i \Ipop,M-1.5x3 + + \\.. rn 4A 0 1 17 8 9 0 "7 o o M-3x5 M-3x9 0.25" M-3x9 M-3x5 0l M-5x8(5) y 8-10-11 y 8-06-09 y 8-06-09 y 9-00-03 y �� .04G1NE����/p_ 35-00 y ��� R , JOB NAME : POLYGON NW PLAN 7-A NH - D4 ..,- fir' Scale: 0.1922 '''''7\--/ -- WARNINGS: GENERAL NOTES, unless otherwise noted' L., OREGON Truss: D 4 I.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon me parameters shown and Is for an individual 1' - �(�' and Warnings before construction commences. bolding component.Applicability of design parameters and proper {.► -/// 1J 2 234 compression web bradrp must be Installed where shown 0. Incorporation of component la lb.roeponsiblllty of the building designer. �,y �} czr 2.Design thanes the top and esly a dwro.tcdt reaghobraced at .°= 'lRY '�5 �j 3.Additional temporary bracing to insure stability during construction 7 o.c.and at 10 o.c.rsapectNeN unless braced throughout their length by T♦T_ ^✓ Is the rocponsibllty of the erecta.Additional permanent brsdng of continuous sheathing such as plywood sheething(TC)and/or drywal(BC). 1 hA t'1.` DATE: 8/10/2015 the overall structure is the responsibility of the bolding designer. 3,2cImped bridging orlteralbradng required where shown.. f"" T e SEQ.: Ki3 4 5 8 3 8 4.No bad should be applied to any component until as.r el boring and 4.Installation of truss Is the reaponaibilty of the respective contractor. fasteners are complete and et no time should any bads greater than 5.Design assumes busess are to be used in a non-corrosive environment, TRANS ID: LINK design bade be applied to any component. and are for"dry condition'of use. 5.CompuTrus hes no control over end assumes no reeponsibity ler the 8.Design assumes lull bearing at al supporta shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes necessary. 6.This design is furnished subject to the limitations set forth by 8.Plates than be located uon both recesate drainage iatm,and placed sotheir center August 10,2015 TPI/WICA In SCSI.cope.of which will be furnished upon request. lines comdde with lolnt center lines. I S.Digits bdbata the of plate b inches. MITek USA,Inc CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR 1988(Math) MIL This design prepared from computer input by Pacific Lumber 6 Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-196) 62 1-4=(-100) 137 2-4=(-208) 161 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -26) 12 4-5=( 0) 0 WEBS: 2x4 DF STAND; 2x4 KDDF STUD A LOADING LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PIF 1'- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 KDDF ( 625) 7'- 5.0" -40/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) vertical members (0on). De ch k d f tf 5 f) 1'ft t 29 0 'fig. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 considered for this design. MAX LL DEFL = -0.015" @ 0'- 0.0" Allowed = 0.100" JT 1: Heel to plate corner = 4.25" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.009" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.023" @ 6'- 2.6" Allowed = 0.275" MAX TL CREEP DEFL = -0.044" @ 6'- 2.6" Allowed = 0.367" 6-03-04 1-01-12 MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.2" f 1' ,r MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" 12 Design conforms to main windforce-resisting 4.50 E7 system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=1.6, M-3x9 End vertical(s) are exposed to wind, 2 Truss designed for wind loads in the plane of the truss only. ir 0 ti 0 D-1 mit -.111111111a1411111111111 A o 6 �111 4 ►�5 M-3x8 M-3x8 M-3x5 1 1 1 6-03-04 1-01-12 Jr 1 Jr 1-00 6-05 Jr Jr 7-05 QED PR 0�'irss ,`, 04G;INER 0 Lt' 8 782PE <' JOB NAME : POLYGON NW PLAN 7-A NH - El ////' 6:, _ Scale: 0.5166 - WARNINGS: GENERAL NOTES, ural..otherwha rested: v N'?i Builder and erection contractor should be advised of all General Netes 1.This design Is basad only upon the parameter.shown and N for an individual "7 OREGON o Truss: El and Warnings before construcllon commences. building component.AppllcabWty of design parameter.and proper • 2.2r4 compression web bracingmusi be InNsiled when shown t. Incorporation of component h the responsibility of the building designer. �' G,q[!y 5 3.Additional temporary bracing to Insure NAND,/during construction 2.Design assumes the tap and bottom dome to be laterally braced el f1 f b the responsibility f the erector.Additional I lend f T o.c.end at iP s.c.reepedhely unless braced throughout theirlength by /.s Ny o permanent ng o continuous sheathing such as plywood sheathing(TC)andror drywall(BC). ("A t 'L `'" DATE: 8/10/2015 the overall dmcture is the responsibility of the bending designer. 3.21 Impact bridging or Inters!bracing required where shown.' �•s SEQ.: K1345839 4.No load should beapplied to any component until after elbredngand 4.IntanssnertoeIassumes.thhersmb�eitybilitye�.erees��Nevoe ctor.environment, fasteners are complete and at no time should any loads greater than c TRANS I D: LINK design loads be applied to any component. end are for"dry condition"of use. 6.CompaTrus has no control over and assumes no responsibility forth. e.De sicog assumes hal beading e1.A copper.Mown.sntm or wedge g EXPIRES: 12/31/2016 ry rabriutIon.handling,shipment end installation ofcomponents. 7.Design assumesadequateberinageisprovided. August 10,2015 S.This design is furnishedwbtect to the limitations set forth by e.Plates shall be located on both faces of Imes,and placed w their center TPWOfCA in SCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. 9.Digits indicate size of plats In inches. MiTek USA inc.iCompuTrus Software 7.6.7(1L)-E 10.Per basic connector plate design values see ESR-7371.ESR-t988(MITek) This design prepared from computer input by Pacific Lumber 6 Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=(-196) 62 1-4=(-100) 137 2-4=(-208) 161 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=( -26) 12 4-5=( 0) 0 WEBS: 2x9 DF STAND; 2x9 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 KDDF ( 625) 7'- 5.0" -40/ 270V 0/ OH 5.50" 0.93 KDDF ( 625) Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) considered for this design. ICOND. 2: Design checked for net(-5r,9f) uplift at 24 "oc soacing. JT 1: Heel to plate corner = 4.25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 MAX LL DEFL = -0.015" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.009" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.023" @ 6'- 2.6" Allowed= 0.275" MAX TL CREEP DEFL = -0.044" @ 6'- 2.6" Allowed = 0.367" 6-03-04 1-01-12 MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.2" f 1' '1' MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" 12 Design conforms to main windforce-resisting 9.50 Z' system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x9 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. III 0 , 0 In alli III 00011.aillni OKI -adSMIIM ir o 6.. 4 ,....-..-,i, -/ M-3x8 M-3x8 M-3x5 1. y ,1 6-03-04 1-01-12 1-00 6-05 l y 7-05 44 `' 89782 PE �r- JOB NAME : POLYGON NW PLAN 7-A NH - E2 --;:� ' y... Scale: 0.5166 / C � _ _ WARNINGS: GENERAL NOTES, unless otherwise noted Truss: E 2 1.Builder and erection contractor should be advised of sl General Notes I.This design Is based only upon the parameters shown and Is for an individual i, OREGON N. and Miming.before construction commences. building component Applicability of design parameters and proper Q 2.2`4 eomproston web bracing must ba Installed where shown e, incorporation of component Is the responsibility of the bottling designer. (}s 3.Additional temporary bracing to insure debility during construction z.Design assumes the top and bosom chords to be laterally braced al "i4k 7 cc. '9RY 15 _\�,,r`� e.end al 1 O no.respectively unless braced throughout their length by le the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryvnl(BC). fi'A..0 tLV . DATE: 8/10/2015 the overall structure lee,.responsibility of the balding designer. 3.Se Impact bridging or lateral bracing required where shown.e SEQ.: K 13 4 5 8 4 0 4.No load should be applied to any component until ager al bradng and 4.Installation of truss Ie the rosponsibilty of the respective contractor. fasteners are complete and al no time should any bads greater than 6.Design assumes Inures are to be used lea non-corrosive environment, TRANS ID: LINK design pada be applied to any component. and an(or"dry condition"of use. 8.Compnitua hes no control over and assumes no responsibility for the 8.Design amines NI bearing at al supports stwwn.Shim or wedge If sbry. xPrRs: 12/31/2016 r.bdatfog,I.fedlpmemand re installation components. 7.Plates ea.umeladequate on face is provided. an August 10,2015 8.This design la furnished subject to ma Ilmdallone est forth by 8.Plates shall be located on both has of hues,and placed no their abler TPM ARCA in SCSI,copies of which w11 be furnished upon request. lines coindde with(Dint center lines. MiTek USA.Inc./Com uTrus Software 7.6.7(114-E 9.Digit.indicate size of Meta in Inces. p10.For basic connector plate design values see ESR-1311,ESR-1g11e(MOW) 16. This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-79) 23 1-4=(-68) 60 2-9=(-142) 120 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-26) 12 4-5=( 0) 0 WEBS: 2x4 OF STAND; 2x9 KDDF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PIF 1'- 0.0" -28/ 233V -18/ 48H 5.50" 0.35 KDDF ( 625) 9'- 6.8" -24/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) considered for this design. ICONS. 2: Design checked for net(-5 osf) uplift at 24 "oc soacjkg. JT 1: Heel to plate corner = 4.25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.005" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.010" @ 3'- 4.4" Allowed = 0.132" MAX TL CREEP DEFL = -0.014" @ 3'- 4.4" Allowed = 0.176" 3-05 1-01-12 MAX HORIZ. LL DEFL = -0.000" @ 4'- 4.0" f ,r f MAX HORIZ. TL DEFL = -0.000" @ 4'- 9.0" 12 Design conforms to main windforce-resisting 4.50 17 system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads 3 in the plane of the truss only. M-1.5x3 z i ao 0 0 0 I N 1 �'Ifir m do [ 6 110%2011 4 11, 15 -/ M-3x8 M-3x8 M-3x4 . u 3-05 1-01-12 l l 1 1-00 3-06-12 l y 9-06-12 ���Ep PR.Opt. ES '~ • •• R0vcVi 7 89782PE r JOB NAME : POLYGON NW PLAN 7-A NH - E3 %,--.-0',--G,✓ :'' r Scale: 0.5632 WARNINGS: GENERAL NOTES, unless othenMse noted Er,1.Builder and eredion contractor should be advised old General Notes 1.Ibis design I.based only upon the parameters shown and is for an Individual 17' OREGON �N 'Q".. Truss: E 3 and Warnings before consbudbn commences. building component.Applicability of design peran.ters and proper /. v 1 [}� 2.2x4 compression web bracing must be Installed where shown+ Incorporation of component is the responsibility of the building designer. 'VA, A " I .y '4� '[ • 3 Additional temporary bracing to Insure staSAty during construction 2.Mstpn assumes the top end bottom dwrde to be Wendy braced atP 1 -44j Is the responsibility of the erector.AddAbnal permanent brodrg of 7 c.o end at 10,o e.raapectlely unless braced throughout their length by jy �l continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). AA U L VI DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. 3.2x Impel bridging or lateral bredng required v.6ere Moven.. U SEQ.: K1345841 4.Na load Mould be applied to any component ural after en bracing end 4.Insane onn Ohms I aU is thehresponsibility sposibil lsei hn respective •nractorim.nt, fasteners are complete and et no time should any loads greeter than e design loads be applied to any component. and are far"dry condition'of use. 12/31/2016 TRANS I D: LINK 5.compuTrus has no control over end assumes no responsibility forth. s.Dagen a yasumes Mil bearing et aA suppods Moven.Shim or wedge if ` EXPIRES: fabrication,handling,Mlpm.nt and installation of components. 7.Resign assumes adequate drainage is provided. August 1 0,2015 8.This design Is furnished eub)ed la the limitations set forth by S.Plates chap be located on both faces of truss,and placed so their center TPIN'I CA in SCSI,copies of which will be furnished upon request. Anes coincide with joint center tins. 9.Digits indicate she of plate in Incites. MITek USA,Ina./ConlpuTrue SOftware 7.6.7(1L}E II.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" [COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacibg. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 8C: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.9ft, TCDL=9.2,BC DL=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, Truss designed for wind loads LL = 25 POP Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall 100. M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-00 11-00 1 f I 12 IIM-4x4 12 7.00 1 3 Q 7.00 ul O 2 C, IIIllI1 c 'ill— i � I I6llIllllllIll0 1 O 1 I M-3x5(5) o M-3x4 M-3x4 , ), y 10-00 12-00 • ) PRope.0 1-00 22-00 Camila t\GIN kR ` '/ 4 f . /89782PE If.. NAME : POLYGON NW PLAN 7-A NH - Fl > Scale: 0.3307 re , WARNINGS: GENERAL NOTES, unless otherwise noted, V 47 1.Builder and erection contractor Mould be advised of al General Notes i.This design Is based only upon the parameters shown and is for an Mdlvidual "V/1„©R EG:O N 8or Truss: Fl and Warnings before cent/bodkin commences. bolding component.Applicability of design parameters and proper4 2 b4 compression web bracing mace be Installed where shown e. incorporation of component lathe responsibility of the building Wagner. .,a)/� 3.Additional temporary bracing to insure stability during construction 2 Design and et1assumes the top sn bottom e..braced to be laterally braced a 7� G'`t RY 1,5 ' lathe roghomlbNRy of the erector.Additional permanent bracing of 2 o c and at la o e respectively unless throughout their length by ,/� DATE: 8/10/2015 the oversg structure Is the re continuous sheathing such as plywood sheathing(TC)and/or dryeail(Bc). ". PA.,+t responsibility of the building dedgner. 3.20 Impact bridging or lateral bracing required where shown a s V i.. SEQ.: K 13 4 5 8 4 2 4.No wad should be applied to any component until after el bracing and 4.Installation of buss is the responsibility of the respective cuntredor. fasteners are complete and at no time should any bads greeter Men 5.Design assumes tines.s are to be used Ina non-eormeme environment, TRANS I D: LINK design wads be applied to any component. seer.ler^dry conditionor u... 5.CompuTrushas nocontrol over and aesumesneroeponsibStyfor the s.Design wanes dlbe.dng.I I.uppanaaww,nhimarw.tlgeIf EXPIRES: 12/31/2016 fabrlon,handling.atpm.nt and Installellen of components. spry' eag e.Plegn"oerodete°thfactaeaB,This design isfamishedsubject tothe limitations set fothby tshalconbohesSowndplaced setheir center August 10,2015 TP WWTCA In SCSI,copies or which will be furnished upon request. goes coincide with joint canter bras. S.Digits Indicate sire of pate in inches. MITek USA,Ina./CampuTrua Software 7.6.6(1L)-E IN.For base connector plate design values see ESR-1311.ESR.IaB8(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 8=1-181) 1109 3- 8=1-299) 232 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1360) 305 8- 9=( -88) 718 8- 4=1-126) 521 WEBS: 2x4 KDDF STAND 3- 4=(-1195) 337 9- 6=(-207) 1085 4- 9=(-126) 521 LOADING 4- 5=(-1195) 337 9- 5=(-299) 232 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1360) 305 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 57 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) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -159/ 1038V -153/ 153H 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -159/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. iCOND. 2: D..-...ae,a�..aa.:.._....�,.-, ,_-.., 1.- -_aJki rave fit. 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 = -0.035" @ 14'- 6.1" Allowed = 1.054" MAX TL CREEP DEFL = -0.071" @ 14'- 6.1" 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 = 0.016" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.026" @ 21'- 6.5" f f f Design conforms to main windforce-resisting 5-08-13 5-03-03 5-03-03 5-08-13 system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 Q 7 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 load duration factor=l.6, 4.0" Truss designed for wind loads 4 ¢,( in the plane of the truss only. JL M-1.5x3 M-1.5x3 3 ,./\ ,n N . \ / O 1 8 9 o M-3x9 M-3x9 M-3x5(5) M-3x4 M-3x9 0 )- l , y 7-05-14 7-00-05 7-05-19 y y ¢E) �R oPC10-00 12-00 �� s y � GINE �'4 1-00 22-00 1-00 �?, /;89782PE JOB NAME : POLYGON NW PLAN 7-A NH - F2 i'. -. _./ Scale: 0.2557 r„ ,,,.G/' / \ WARNINGS: GENERAL NOTES, unless otherwise noted E" �{'�/�� �7� 1.Binder and erection contractor should be advised of.1 General Notes 1.This design b based only upon the parameters shown and b for an Individual 0 RE GOI V O �. Truss: F2 and Wamingsbefore construcibncommences. buidingcomponent.ApplkablItyofdeapnperametersendprap.r �ar� (5 2.2e4 compression web bradng must be detailed where shown+ Incorporation of component b Ira responsiblity of the building designer. �T Gjq Ey V: ¢. . 3 Additional temporary bracing to Insure stability during construction 2 Design and.11assumes the top end bottom d,oras to be leleraM braced et al by ds the responaldl8y of the erector.Additional permanent bradrg of 2.a.. sheathing such as pNwood sheathing(TC)and/or drywap 0 o.c.reepectively unless braced throughout their BC). P' U R DATE: 8/10/2015 the overallsbudure is the responsibility of the building designer. a 24 dmpad bridging or lateral bradng required where shown++ e 1'4..7{.+. SEQ.: K 13 4 5 8 4 3 4.No road should be applied to any component until after all bradng and 4.InstallationInof trussirus the responsibility lltyused tth n,know.oe actor.environment, fasteners art complete and at no time should any pada greater than end an n assumes dly sums.."reof use. TRANS I D: LINK design hada be applied to any component. 8.Design assumes full bearing al el supporta shown.Shim or wedge If 5.CumpuTrua has no control over and assumes n reeponalbd.y for the EXPIRES: 12/31/2016 assets. fabrication,hndlbg,shipment and Installation of components. 7.Dedgnaswmesadequate drainage laprovided. August 10,2015 8.This design is furnished subject to the limitations sal forth by 8.Plates shat be bated on both raaa of tons,entl placed ss their anter TPIMRCA In SCSI,copes of which coil be furnished upon request. Ones coincide with joint center lines. MiTek USA,Inc./Com Trus 9.Digits Indicate dm of pets In inches. W Software 7.6.6 1L E( )• 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12708) 2820 1- 8=(-2334) 10626 8- 2=( -536) 2549 11- 6=(-1920) 970 BC: 2x6 KDDF SS 2- 3=(-10490) 2372 8- 9=(-2318) 10550 2- 9=(-1920) 970 6-12=( -536) 2544 WEBS: 2x9 ROOF STAND; LOADING 3- 4=( -8090) 1872 9-10=(-1909) 8850 9- 3=( -776) 3504 2x9 OF STAND A; LL = 25 PIP Ground Snow (Pg) 9- 5=( -8090) 1872 10-11=(-1904) 8850 3-10=(-3170) 760 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-10490) 2372 11-12=1-2318) 10550 10- 9=(-1814) 7896 BC UNIF LL( 914.1)+DL( 301.6)= 715.6 PLF 0'- 0.0" TO 22'- 0.0" V 6- 7=(-12708) 2820 12- 7=(-2334) 10626 10- 5=(-3170) 760 TO LATERAL SUPPORT <= 12"OC. UON. 5-11=( -776) 3509 BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL c"''',- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Join together 2 ply with 3"x.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -1908/ 8576V -139/ 139H 5.50" 13.72 KDDF ( 625) nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'-,0.0" s-1908/,8576V ,0/_ OH 5.50" 13.72 KDDF ( 625) 9" oc in 1 row(s) throughout 204 top chords, 7" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs, .. g. 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.144" @ 19'- 6.8" Allowed = 1.054" MAX TI CREEP DEFL = -0.291" @ 14'- 6.8" Allowed = 1.406" MAX HORIZ. LL DEFL = 0.048" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.081" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. T f f 4-03-12 3-05 3-03-04 3-03-04 3-05 4-03-12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T I I ' ' f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, IIM-6x6 Truss designed for wind loads 7.00 (7 Q 7.00 in the plane of the truss only. 6.0" 4 ,t72. fil M-3x6 lIllpppp..M-3x6 M-3x6 M-3x6 2 6 ir n A n :111111111111111144111:16X10 M-6x10„AWL r ►�l=!lYMIII=O!® 6II■ .111111. ® 0 1 - 8 9 10 11 12 -7 o o M-3x8 M-6x8 0.25" M-6x8 M-3x8 0 =M-8x8(5) y y )' y y y y 4-02 3-03-04 3-06-12 3-06-12 3-03-04 4-02 �V P11 0FC ), y �G6'61 /2z-00 89782PE �<' JOB NAME •. POLYGON NW PLAN 7-A NH - F3 ,�--,; -- Scale: 0.2911 ^ WARNINGS, GENERAL NOTES, unless otherwise noted (,.. ...... 1.Bulder and erodbn contredor Mould be advhed oral General Notes t.This design Is bawd only upon the parameters shown and Is for an Individual '7 ' OREGON � Truss: F3 and Nhmbes before construction commences budding component.Applicability ofdeelgn parameters end proper V 2.244 compression web bracing must M Installed where shown.. incorporation of component Is IM rosponstbAlty of the budding designer. �,y �} r ( Q'r 3.Additional temporary bracing to Insure stability dudng construction 2.Design assume.the top end bottom chords to M latera Ay braced at //c, .414 Y A J 4> Is the responsibility of the ammo).AddRionel permanent bracing of 2'o c.and at 1d o c respectively unless breced throughout mete length by V14 DATE: 8/10/2015 IM overall structure is Me ra continuous Meaming such as plywood sheathing(7G)and/or dryweI(BGI. eponalbRly of the budding designer, 3.2v!Mad bridging or literal bracing required where shown•t i Pq.U;,,,., 4.Na bad should be appded W any component Lind after ail bradrp and 4.Inalalallon of Buse Is the ro dblA I IM re dNe contractor. SEQ.: K1345844 fasteners are compete and at no lime should any Weds greater than 5.Deeignassumes trusses araeIsbeusedInsnurworrosiveenvironment, TRANS ID: LINK design loads be applied W any component. and are for"thy conallon^of use. yfrth. e.Design amines full Mad55at.A.uppamshown.Shim arwedge K 5.compurrus hes nocontrol over and assumes noresponsibiliEXPIRES: 12/31/2016 febdcatldn,handling,shipment and lnet.Ihtion of component.. 7.Sedanssumes adequate dreinege I.presided. August 10,2015 B.This design I.furnished subject to me limitations rew t forth by 8.Plates.hall be located on both faces of truss,and placed their center IPI/WIGA In KS!,copies of which will be furnished upon request. lines coindde with joint center Ines. B.9 MITek USA.Inc./Com uTrus Software 7.6.61L E 0 For bts Indicateeher pphamignhel P ( 1• 10.For bastc cannedor plate design values we E8R-1311,ESR-11818(MITek) L. 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 #155TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #10BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PIP Ground Snow (Pg) BEARING MAX VERT MAX HORD BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625)1 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net)-5 csfl uplift at 24 "oc soacipg. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed= 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. 5-09-04 5-02-12 5-02-12 5-09-04 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 ' ' T ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 12 End vertical(s) are exposed to wind, 6.00 M-4x6 Q 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 q-d M-1.5x3 M-1.5x3 3 5 / rd o c 4 3- I 8y 9 • o o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 o ). 1 l k 7-06-03 6-11-11 7-06-03 1 10-00 l 12-00 l \S���N PR sO GINE 1-00 22-00 1-00 44....), v �. 9 j89782PE <' JOB NAME : POLYGON NW PLAN 7-A NH - G1 r- //// -..7 Sale: 0.2557 <,, - \ WARNINGS: GENERALNOTES, othenMse hparameters 174 OREGON N 1.Bidder and erection contractor should be advised of eq General Notes 1.This design b bawd only upon the paremelan siwwn and h bran individual -y. OREGON l.7 VV�A VV Q • Truss: G1 and Warnings before conmuction commences. building component.Applicability of deep"parameter.and proper ft 2.2x4 compression web bracing mud be Installed where shown a. Incorporation of component Is the responsibility of the bolding designer. GA[y�: � 3.Additional temporary bracing to bwre stabllgy during construction 2 Design assumes the lop end bottom chords to M laterally braced et '�Tyrl ('j la me responsibility of the erector.Additional permanent bradnp of 2'ntlnuoueesha lhingrsuach *wood msalhirp(TC)antler tlrywsA BC)ctively unless braced throughout their length Y P/1 `` DATE: 8/10/2015 the overall structure Is the sepondbNity of the bidding designer. 3.24 Impact bridging or lateral bredng required vbere shown a e '�"�.0 L. SEQ.: El3 4 5 8 4 5 4.No load mould be applied to any component until alter all bredng end 4.Det llation oftenamIsshe r eponbdebRty used i th respective contractor. er.environment, fasteners are complete end et no time should any beds greeter than and aro fa umedry t uses n"ra t eb. TRANS I D: LINK design basis be applied to any component. 8.Design assumes 811 bssdng el ell supports mown.Shim or wedge if 5.CompuTrus Ma no control over and assumes no reepeneibllity for the necessary. EXPIRES: 12/31/2016 fabrication.handling.ehipment and Installation of components. 7.Deign assumes adequate drainage is prodded. August 10,2015 8.Ibis design Is furnished subject to the limitations set font by 8.Plates shall be located on both feces of trues,and placed so their center TPUWTCA In SCSI,copies Owlish win be furnished upon request. Anes coincide with joint center lines. 9.Digits indicate size of pleb In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(11)-E /0.For basic connector plate deeyn values see ESR-1311,ESR-1988(MIT.) 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 spaci'tg. SII TC: 2x9 KDDF #lsBTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x9 KDDF #lbBTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING TCOLBC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, closed.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.a, MFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall 004. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-00 11-00 I z IIM-4x4 12 6.00 Q 6.00 3 0 2 ' 1lIl11IIIIII4 —�Mo o 1 .1°11..19111.1111111 .111W 1 i i i I148i i i i i i iiR 5 �o 0 M-3x5(S) M-3x4 M-3x4 1 1 y 10-00 12-00 • D P"0 1-00 2z—oowC'J�CO NyCa1N�"R°cS'�.0 ` 89782PE �r JOB NAME : POLYGON NW PLAN 7-A NH GGE ./ r."7- = „ Scale: 0.3682 6 %7 WARNINGS: GENERAL NOTES, unless otherwise noted GI ('�OREGON --' 1.Builder and erection eontrador should be advised of a General Notes I.This design Is based only upon the parameters shown end is for an Indialdual -I OR EGOI M FS Truss: GGE and Warnings before construction commences. building component.Appikabillty of design parameters and proper f}Q 2.D:4 compression web bradig must be installed where sham. Incorporetlon of component is responsibility of the building designer. rf1 (14j y. i,G "v 's- 3.Additional temporary bracing to metra stability during construction 7.Design assumes IM lop and bottom chords to be laterally braced et 7 -`J Is the responsibility of the.rector.Additional permanent bracing of coMinu2 o.c.and at 10 a c.rSuch S.sty unless bread throughout Meir length by ` DATE: 8/10/2015 the overall structure Is the responsibility of building designer. 24Impa tsMgingior stenI bracing required ed MeeMareeend/or tlrywaX(BC). �,}"/l' +t \ tpor. y o ng 3.In Impact bridging or lateral braano rygt the where shown«« �"1 t,/1� SEQ.: K 13 4 5 8 4 6 4.Na bad Mould be applied to any component ural after al bracing and 4.Designtion of truss Is the responsibility of the respectNe amnaor. feaaners ora complete and at no time Mould any loads greater man 5. assumes trusses are to be teed Ina noncorrosive environment, TRANS ID: LINK design loads M applied to any component. and are for"dry andllon^muse. y[� l� /I{ ]l)ry p 5.CgmpuTrua Me no control over and assumes no responsibility ler the 6.Design assumes recti bearing at el supports shown.Shim or vetlge if EX I R ES: 2/3 11201 6 febriatbn,handling,shipment end installation of components. mammary. as 7. 'etesshalleadeduate onbathltegelspruss,an August 10,2015 8.This design Is furnished subject b me limitations sal forth by e.pietas Mal be bated an both teas of truss,and plead ea their anter TPINTCA in SCSI,copies of which vA be furnished upon request. lines colndde with Joint anter lines. 9.Dlgib indicate size of date In inches. MITek USA,Ina./CarllpuTrus Software 7.6.7(1L)E 10.For basic connector pule design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 11.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacilg. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. system and components and cladding criteria. WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 110 mph, hCat.2, EBp.TCDL=, 14WFDL=6.0, ASCE 7-05, BC LATERAL SUPPORT <= 12"OC. ION. DL ON BOTTOM CHORD = 10.0 PSF Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 TOTAL LOAD = 42.0 POP Note:Truss design requires continuous LL = 25 PSF Ground Snow (Pg) bearing wall for entire span UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2-09-04 0-01-12 T T T 12 4.00 G." M-1.5x3 3 -i 0 ti m 2 0 1 ar01111111114 0 0 1 -/ M-2.5x9 M-145x3 ) l l 1-00 2-11 VD PROF.. 89782PE �' JOB NAME : POLYGON NW PLAN 7-A NH - H1 �//�-'`/c �f enScale: 0.7180 / / /, /(,�,, WARNINGS: GENERAL NOTES, unless otherwise noted: �/ - J ---_~ 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for Individual 1. OREGON �}. T ru s s: H1 and Warnings before construction commences. building component.Apwiosalty of design parameters and proper +/ et? ^ 2.2v4 compression web bracing must be Installed where shown... Incorporation of component is the responsibility of the building designer. V A�` if f�"� 3.Additional ternporsry bracing to mere stability during consruction 2 Design assumes the top end bottom Moms to be laterally braced et ''7 Y J \‘`‘4ky :tithe responsibility of the erector.Additional permanent bracing of 7 0 0:.and et 10'o c respectively unless braced throughout melt length by V DATE: 8/10/2015 the overall stridor.Is the responsibility. d the boldin designer. 3.Z Inrp continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). /�7.4 t 1 l i- ofg 3.Z/Impact bddging or lateral bracing required where shown++ �1 tJ 4. SEQ.: K 13 4 5 8 4 7 4.No load Mould be applied to any component untl after al bracing and 4.Installation albums I�the re o las usediny Mille m a non-corrosive asrespective vconnector. rat, fasteners are complete and at no time should any loads greater than Design saw design bads be appged to any component. end are for.dry condition.of use. �/ ('� 1t��.p !�/� QQ TRANS I D: LINK 5.CompuTme has no control over and assumes no responsibility for the 8.Design assumes NII bearing al al supports shown.Shim or wedge if EXPIRES. 12/3 1/201 V sorry. { fabrtnaon,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 10,2015 S.This design Is banished subject to the limitations sat forth by S.Plates shell be located on both facet of truss,and placed so their center TPNMCA in SCSI,copies of which wit be furnished upon request. Ines coincide with joint ceder linea 9.Digits Indicate We of plate In Inches. MITek USA,Ina./CompuTrus Software 7.6.4(1L)-E 10.For basic connector piste designvalues see ESR-1311,ESR-18118(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1-3=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x9 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) ST 1: Heel to plate corner = 5.25" 12 4'- 0.0" -36/ B4V 0/ OH 1.50" 0.13 KDDF ( 625) 9.00 17- LL = 25 POP Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Desian che060d fQf Det(-5 nsf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.009" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.010" @ 2'- 7.0" Allowed = 0.274" MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 2 -/ Wind: 190 mph, h=19,8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, lr Truss designed for wind loads in the plane of the truss only, Al N I r 0 ti 1 10.1 I ,7y i M 0 4..--- 3�� M-3x8 M-3x6 l l 3-00 l l �?h O P R©pe 4-00 ' GtNE, cSr0 'PROVIDE FULL BEARING;Jts:4,3,2 I f v (� [�c ,.r 978.2!-E �` JOB NAME : POLYGON NW PLAN 7-A NH - H2 .,--r-- -- Scale: 0.9459 // �.�'' WARNINGS: GENERAL NOTES, unless otherwise noted S./ OREGON47 1.Builder and erection contractor should be advised of aft General Notes 1.This design h basad only upon me parameters shown and I.for an Individual "q OR EG.ON (�A"'. Truss: H2 and Warnings before construction commences. balding component.Applicability ofdeelgn parameters and proper 2.284 compression web bracing must be Installed where Woven 4. Incorporation of component b me responsibility of the building designer. .d A ate .. Y "C" 3 Additional temporary bracing to Insure stability during construdbn 2 Design assumes the top and bottom Moms to be laterally braced al 7 4P :74. Is the responsibility er the erector.Additional permanent bracing of 2 o e.and at ICY o e r.aoh a.ply unless braced throughout their length by /r continuous sheathing such as plywood here)and/or doved(BC). • �}.4 U t Glizic4 DATE: 8/10/2015 the overall structure is me responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where Moen++ �'1 1.• SEQ.: K 13 4 5 8 4 8 4.No bad should be applied to any component until ager al bradng and 4,Installation of truss Is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greeter than 5.Design assumes trusses ere to be used Ina non-corrosive environment design bads be applied to any component. 6and are for"dry condition"of use. y c TRANS I D: LINK s.CompaTras has no contra over and assumes no responsibility for the .Design assumes NII bearing at ail supports Mown.Shim or sedge If EXPIRES. 12/31/2016 fabrication,handling,shipment end Installation of components. 7.Design;sums adequate drainage is provided. August 1 0,2015 6.This design is furnished subject to the lrntesons sat forth by 8.Plates shag be located on both feces of truss,end placed so their center TPI/WICA In SCSI,copies of which will be furnished upon request. Ines nlndde with joint center Ines. MITek USA,Inc./Com uTrus Software 7.6.61L E g.Digits Isicconndicate sizeofplateeInches. P ( i.For basic connector plate tlesign values sea ESR-1311,ESR-I988(MITek)