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Plans (39) al Fel Sw GYM ®® '°' r wok Fa` 2 5 7016 , MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-264 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: 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. ,k7.`Eo PR oFFs LI �NGINFFR %2 s 89782PE _ 9 OREGON ooh ULR 1.1 -10%?4 ' 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. t Job Truss Truss Type Qty Ply POLYGON R4512464B PL15-264_UPPFR F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Tress Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:53 2015 Page 1 ID:DFkz9p3tCrPAGZnV berKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFr1 vAV Lj56CBygBiS 1 1.0-0 1 R5-61 I 1-2-0 1 I i Scale=125.0 1.5x3 11 1.5x3 II 1.5x3 11 1.5x3 11 1.5x3 II 1.5x3 II 1.5x3 11 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 • r Nisio. ,e. N / 111111111\ i c a :44/N r e N e 2,A. 23 22 21 20 19 18 17 tet•. 3x5= 3x5= 1.5x3 II 3x5= 3x5= 3x5= 7-0-14 V-7-1418-2-14 1 14-4-4I 1 7-0-14 0-7-0 0-7-0 6-1.6 Plate Offsets fX.YI— [8:0-1-8.Edgej.(19:0-1-8.Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (km) I/deft LAI 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 lncr NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1671/0,3-4=1671/0,4.5=4270/0,5-6=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=-1712/0,243=0/628,423=-481/0,422=0/358,8-21=-226/359,14-16=-904/0,1417=0f/66, 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). RO PROFFS LOAD CASE(S) Standard '`C • cS' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 . 1� ..e NE - /0`. �C� 4- uniform Loads(plf) $97$2PE Vert:16-24=8,1-15=-80 Concentrated Loads(Ib) Vert:2=-674(F) 7 ORE.GO V o*, Q EXPIRES: 12/31/2016 August 7,2015 4 I A WARNING•Vedfy design parameters and READ NOTES ON THIS AND INCLUDED M?EX REFERANCE PAGE MII.7473 rev.02116/2015 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. Mi l• Applicability of design parameters and proper incorporation of component is responsbility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the - • MiTek* erector.Additional permanent bracing of the overall structure is the responsbdity of the budding designer.For general guidance regarding fabrication.quality control.storage.delivery.erection and bracing.consult ANSI/TPI1 Quality Criteria,DSP-B9 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Suite 109 runs Heights CA win P. Job Truss Truss Type Qty Ply POLYGON PL75-264 UPPER F02 R45124649 Floor 13 1 Job Reference(optional) Pacific Lumber&Truss Co., Beavedon,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:54 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-XbOZzFYuCATEPMi39xj11 QOZ6MZomLdfZNgfkdygBiR 1 0-10-12 1 1 1-2-0 1 1 0-10-8 1 1 2S0 1 Scale:1/2"=1' 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1 2 34x4= 4 1.5x3 II a 5 6 7 8 ' r —e 0 o 1'14 tr b tr y ♦ e 1. 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 II 4x6= 3x6= 3x4= • I 1-1-12 11-8-12 12-3.12 1 13-8.4 1-1-12 0.7-0 0-7.0 11-4-8 1 Plate Offsets(X V)— 12:0-1-8.Edge).(3:0-1-8.Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/dell 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/rP12007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 OF 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(lb)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. 44/ca NGINF� �0 -57 8.782PE v OREGON 92 ,- Q EXPIRES: 12/31/2016 August 7,2015 r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7472 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 buffing designer-not truss designer.Bracing shown t- is for lateral support of individual web members ony.Additional temporary bracing to insure stabitty during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek• fabrication,quality control storage,delivery,erection and bracing,consult ANSI/SP11 Quality Criteria.DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. 7777 Greenback Lane Suite 109 eitnrc Height`CA gcetn NI Job Truss Truss Type Qly Ply POLYGON R45124850 PL1 i264_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton,Oregon7.530 s Jul 11 2014 MITek Industries,Inc.Fri Aug 07 13:53:55 2015 Page 1 ID:DFkz9p3lCrPAGZnVberKOtyJvg13-7nyxAbZWyUc51 WHGifEXZdwpLm?ZVgaoolaDG3ygBiQ I 2-6-0 I `-5-1011 1-2-0 1 1 0-8.14 1 Scale=1:22.8 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 II 3x4= 1.5x3 II 2 3 4 53x4= 6 7 8 1 a s e .\! liiiiiiiiiiii O / _ CV iiiiiii O b e d 14 13 12 11 10 3x4= 3x6=1.5x3 II 1.5x3 II 3x6 = 3x4= 5-10-2 1 6-5-2 1 7-0-2 1 13-1-8 i 5.10-2 0-7-0 0-7-0 6-1.6 Plate Offsets(X Yl— 14:0-1-8.Fdae1.15:0-1-8.Fdael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a Weight:601b FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1740/0,3-4=-1740/0,4-5=-1761/0,5-6=1739/0,6-7=-1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=1256/0,2-13=0/622,4-13=-268/180,7-9=-1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. • 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. . SRV) PROFFs GINEe1 0 .44 _-9 4_ 89782PE c' "7 OREGON o' QQ 2;9 %gRY 16 rt ' PAUL :k" . . EXPIRES: 12/31/2016 August 7,2015 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 MTek connectors.This design is based only upon parameters shown,and isfor an individual building component. �- Applicability of design parameters and proper incorporation of component is responsblity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector.Additional permanent bracing of the overall structure is the responsibility of the binding designer.For general guidance regarding 7777 Greenback Lane SafetyaIniformation available from Truss Plate Inse,delivery, titute.78n 1 N.Lee Street.Suite 312.AI xng.consult Pandrta.VA 22314. 05B-89 and BCSI Building Component Suite 109 ritnr Hnightc,re errors Job Truss Truss Type Qty Ply POLYGON PL15-264_UPPER F04 R45124651 Floor 2 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZBjokyffsSGMIm6rT v9ffEGly1hJmpVygBiP I 2-6-0 I I 1-8-6 1 1 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 g a 53x4= 6 a 7 8 a _\a o 1:4'. k Y v ° 1 A&. 13 12 11 10 .:� 3x4= 3x6= 1.5x3 11 1.5x3 II 3x6= 3x4= 1 7-0-14 17-7-1418-2-141 7-0-14 0-7-0 0.7-0 6I Plate Offsets(X.Y)— 14:0-1-8.Edge).(5:0-1-8.Edgej • LOADING(pst) SPACING- 1-7-3 CSI. DEFL, in (lac) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2010/0,3-4=-2010/0,4-5=-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=0/773,413=-317/104,7-9=-1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. r"S'I. PR OFFss 2 9782PE r , 7 OREGON 0',' 99k PAUL R4RY -lb,E Q EXPIRES: 12/31/2016 August 7,2015 e 1 WARNING-Vett*design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M/47473 rev.07/16/2015 BEFORE USE. Design valid for use only with MTek connectors.This design a based only upon parameters shown,and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown I. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction a the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MtTek. fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 r•am<taeightc cA nsasn • Job Truss Truss Type Qty POLYGON R45124652 PL15-264 UPPER IF05 (Floor 4 1Ply 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 Mi Tek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFIcz9p3tCrPAGZnVberKONJvgBd1WJOxZBlokyffsSGMIm6rT 193yEJXy1himpVygBiP 1 2-0-10 1 1 1-2-0 1 1 0-8-14 1 1 2-6-0 I Scale=1:18.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 3x4= 2 3 4 5 6 e - \I\\: .--------------------- ---j--- _ 0 66 1 10 9o- 8 1.5x3 II 1.5x3 II 3x6 = 3x4= 3x4= 2-3-10 12-10-101 3-5.10 1 9.7-0 2-3-10 n-7-n 0.7-0 6-1.6 Plate Offsets(X.Y1— 12:0-1-8.Fdael.f3:0.1-8 Fdael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a Weight:44 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2x4 DF No.18Btr(flat) end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) 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=416/04-4 FORCES. (Ib)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-767/0,3-4=989/0,4-5=-989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=-851/0,5-7=-844/0,3-8=0/406 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. CEO PROr 'r .897782PE <' f- -' ...REGON o .. ' PAUL �� EXPIRES: 12/31/2016 August 7,2015 • •• ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE �' Design valid for use only with 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 responsibitliy of the MiTek" erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding Greenback Lane 7777 fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCS(Building Component 7e 1 Safety Information available from Truss Plate Institute.781 N.Lee Sheet,Suite 312.Alexandria.VA 22314. Cin,s NevJhrs,CA outn .- Job Truss Truss Type Qty Ply POLYGON _- PL15-264_UPPER F06 Floor 845124653 11 1 Pacific Lumber 8 Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 5 Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 ID:DFkz9p3lCrPAGZnVberKOlyJvgB-yA4hbHamUSspGpReg3G?e203vZYzhM5FL3JLyygBiO 1 2-6-0 I 2-1-12 11 1-2-0 11 0-9.8 1 2-3-0 I I 1.2-0 I I 1-4-0 1 1-6-0 Scale=1:27.8 • 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 a • - 0 N O e .4. e e NV INV 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 II 3x5= 3x4 = I12-10-12 5512 012 12-10-12 4-10-12 10-7-0 0-7.0 1 11-8-12 5-8-0 12-3-12 0-7-010-7-0I 13---1-02 1 Plate Offsets(X.Y)— p:0-1-8.Edge).[12:0-1-8.Edgea.[15:0-1-8.Edge).[16:0-1-8.Edge[ LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (lac) l/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/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2351/0,3-4=-2351/0,4-5=-2351/0,5-6=-2679/0,6-7=-2679/0,7-8=-1863/0,8-9=-1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=-304/0,415=0/264,8-12=-448/0,2-17=-1585/0,2-16=0/983,7-14=0/950,6-14=281/0,5-15=-490/0, 9-11=-1159/0,9-12=0/1121 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. •\ti cO PROpe, ‹, ,oGINE � s/0- 2 4t' 89782PE I- V 40 OREGON(t2 0...T 9-k/'AUL �0�Q� EXPIRES: 12/31/2016 August 7,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.02116/2015 BEFORE USE. • I Design valid for use only with MTis ek connectors.This design based only upon parameters shown,and is for an individual budding component. I 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 responsibillily of the _ _ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M ITek' fabrication,quality control storage.delivery•erection and bracing,consult ANSI/TPI1 Quality Criteria,D5S-89 and SCSI Building Component Safely information available from Truss Plate Institute.781 N.Lee Sheet,Suite 312.Alexandria,VA 22314. 7777 Greenback Lane Suite 109 • Mime Naighr,CA 9511111 Job Truss Truss Type Qty Ply POLYGON 845124654 PL15-264_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 Mack Industries,Inc.Fri Aug 07 13:53:58 2015 Page 1 I D:DFkz9p3tCrPAGZnV berKOtyJvgB-QMe3pdbPFP_guz0g0nn EBGYKrz?RiDBEU?ottOyciBiN 1-9-14 I I 1-2-0 I I 0-8-14 I I 2-6-0 Scale=1:17.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 • N 1117 „ 10 9 B A 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4= 2-0-14 2-7-14 3-2-14 ( 9-4-4 2.0-14 0-7-n 0-7-0 Plate Offsets(X Y)— 12:0-1-8.Fdael.13:0-1-8.Fdael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��Q, D PROF:� .89782PE r XII •REGON 9 AUL ‘J EXPIRES: 12/31/20.16 August 7,2015 1 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIC REFERANCE PAGE MII.7473 rev.0211612015 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 responsibigity of the MiTek' erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding fabrication,qualify controL storage.delivery,erection and bracing.consult ANSI/TPII Quarry Criteria.DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Suite 1099131.,r•a a5a1n Job Truss Truss Type Qty Ply POLYGON PL15-264_UPPER F00 Floor 845124655 2 1 Pacific Lumber 8 Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc10]6XW7b1xUJTkTSMGNFRRbbOjfYQPgygBiM 2.6-0 2-1-12 II 1-2-0 II 0-9-8 2-3-0 11 2-3-0 II 1-2-0 II 0$8I Scale=1:28.5 1.5x3 II 3x5= 1.54 II 1.54 I I 3x4= 1.54 II 3x4= 1.54 II 4x4= 1.54 II 1 2 3 4 5 6 7 8 9 - � 10 4. n \ 6 e Oe v 6 1 16 15 14 13 12 3x4 = 3x4= 3x4 = 3x6= 1.5x3 II 4x4= 3x4 = { 4-10-12 is-5-12 12-10-12 I 16.0-12 I 11-8.12 12-3-121 I 16-4-4 0-7-0 5-8-0 Plate Offsets 0(.Y)— [7:0-1-8.Edae4-10-12].f12:0-1-8.Edae].[15:0-1-8.0-7-0Edge].j16:0-1-8.Edge] a741 0-7-0 3 .0-6 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.25 14-15 >783 480 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.39 14-15 >501 360 MT20 220/195 BCLL 0.0 Rep Stress lncr YES WB 0.52 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 17=714/0-4-4,11=714/0-4-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2435/0,3-4=2435/0,4-5=-2435/0,5-6=-2821/0,6-7=-2821/0,7-8=2063/0,8-9=-2063/0 BOT CHORD 16-17=0/1509,15-16=0/2435,14-15=0/2698,13-14=0/2063,12-13=0/2063,11-12=0/1552 WEBS 3-16=319/0,4-15=0/287,8-12=-559/0,2-17=1629/0,2-16=0/1028,7-14=0/894,6-14=276/0,5-15=526/0, 9-11=1675/0,9-12=0/946 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PROFS, ENGIN FRsis 89782PE f 9,L•REGON o� 9Rk 'AULo\ �� EXPIRES: 12/31/2016 • August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK 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 balding 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 responsibilliy of the _ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingMiTek* fabrication.qualify control.storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Comonent p Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. 7777 Greenback lane Suite 109 hums Nnighr�nA bsntn Job Truss Truss Type Qty Ply POLYGON R45124656 P115-264_UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 Wel(Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-MIlgEJcfn0E07HADVCgiGheXZribxA2zXyJHyHygBiL 2-6-0 I 2-1-12 11 1-9-0 II af-a 1 2-3-0 I I 2-3-0 11 1-2-0 1 1)-6-121 Scale=1:28.2 4x4= 1.5x3 II 3x5= 1.5x3 II 1.553 I I 3x4= 1.553 Il 3x4= 1.5x3 II 1.5x3 I I 1 2 3 4 5 6 7 8 9 100 e s ��\ / c / / 9 N a e e e e e 14 16 15 14 13 12 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 4-10.12 5-5-12 12 11-8-12 12-3-121 1 16-2.8 I 4-10-12 I 10-7-0 0-7-0 I 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.Y1— 17:0-1-8.Fdae].112:0-1-8.Fdael [15:0-1-8 Fdgel [16.0-1-8 Fdne] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress!nor YES WB 0.51 Horz(TL) 0.04 11 n/a n/a Weight:73 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2402/0,3-4=-2402/0,4-5=-2402/0,5-6=2764/0,6-7=-2764/0,7-8=1993/0,8-9=1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=-314/0,4-15=0/278,8-12=-636/0,2-17=-1612/0.2-16=0/1011.7-14=0/903.6-14=-276/0.5-15=-512/0, 9-11=-1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. c�co. ��GIN��R s/O-9 ct'. 8"782PE r ` go y OREGON o,., 9v,1RY1$' .,‘ /'AUL0 EXPIRES: 12/31/2016 August 7,2015 Al,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. �` Design valid for use only with MTek connectors.This design is based only upon parameters shown.and is for an individual budding component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Greenback Lane fabrication,quality control storage.delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria,008-89 and SCSI Building Component S 7777 uite GreGre Safely Information available from Truss Plate Institute.781 N.Lee Sheet.Suite 312.Alexandria,VA 22314. Clime sleignr�CA as81n Symbols Numbering System . a PLATE LOCATION AND ORIENTATION1 General Safety Notes 3j4 Center plate on joint unless x,y 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property MI lir offsets are indicated. I (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. 1111144. 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. 0'1/16 c1-2 C2-32. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves .1.1 ILIIIIII may require bracing,or alternative Tor i p p bracing should be considered. l i n IMINIA•v rid 3. Never exceed the design uatelyg shown and never O stack materials on inadequately braced trusses. For 4 x 2 orientation,locate p 4. Provide copies of this truss design to the building BOTTOM CHORDS designer,erection supervisor,property owner and all other interested parties. plates 0-'Ad'from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each oint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locatio and are regulateembed fuld by Knots and 1 a at joint connector plates. THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 7. Design assumes trusses will be suitably protected from "Plate location details available in MITek 20/20 the environment In accord with ANSI/7P11. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 10.Camber Is a non-structural consideration and is the to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camberfo deaduss loadbricatotioneneral practice is to the length parallel to slots. responsiility of 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and , Indicated by symbol shown and/or in all respects,equal to or better than that by text in the bracing section of the specified. output. Use T or I bracing 13.Top chords must be sheathed or purlins provided at if indicated. spacing indicated on design. BEARING 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,If no ceiling is Installed,unless otherwise noted. 10 Indicates location where bearings 15.Connections not shown are the responsibility of others.1111A, (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior =, reaction section indicates joint ©2012 MTek®All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MN= mit 11.--Mol18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. 19.Review all portions of this design front,back,words and pictures)before use.Reviewing pictures alone i [e is not sufficient. DSB-89: Design Standard for Bracing. M BCSI: Building Component Safety Information, Guide to Good Practice for Handling, 20.Design assumes manufacture In accordance with Installing&Bracing of Metal Plate ANSI/TPI t Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 ,_ 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. <<-��D PR OFFS 0NGI NEER dio. 89782PE r 52 OREGON o4" PAUL % 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 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacihg. LUMBER SPECIFICATIONS • TRUSS SPAN 16'- 6.5" LOAD DURATION INCREASE= 1.15 Design conforms to main windforce-resisting BC: 2x4 KSUF TBTR TC: 2x4 ROOF 614BTR SPACED 24.0" O.C. system and components and cladding criteria. LOADING Wind: 140 mph, h=24.1ft, TCDL-4.2,BC DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dix), TC LATERAL SUPPORT RT <= 12"OC. UGH. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All duration fEncloe BC LATERAL SUPPORT <= 12^OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 NSF Truss designed for wind loads in the plane of the truss only. LL = 25 NSF Ground Snow (Pg) Gable end truss on continuous bearing wall U0 . 4-1x2 or equal typical at stud verticals. RIMITRD STORAGE DOES 012 APPLY DUE TO THE BEANIAL Refer to CompuTtus gable end detail for REQUIREMENTS OF IHC 2012 AND IRC 2012 NOT BEING MET. complete specifications. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-03-04 8-03-04 12 IM-4x412 V3 .114.00 14.00 WN hulL o 0 + Jt i MIMMWMMMIMMIMMMIIIMMMMMIMMMMMMIMMIMMIMMMMMMMO 1,47, l M-3x4 Ep PR OF M-3x4 <- GINE �`,s, ), y N 6,9 , 0 i—soy 16-06-08 1-00 'Ct."�` :97$2PE r JOB NAME: POLYGON NW PLAN 7-A NH - Al . Scale: 0.2641 y / WARNINGS: GENERAL NOTES, unless othenraanoted: '/ R�GaN o�. Q. 1.Balder and erection antrador should be advised of al General Notes 1.THe deing mm.based oAnly upon the of parameters ram tern ettnv and la proan per Individual .�+'�. 4,Q dL Truss: A 1 and Warnings before conebudbn commences. bolInoorporaoon of component lame seaports/DEN of the building designer. +.�1- •R Y (/_ C/ 2.2a4 compression web bndng moat be Installed worn sham•• 2.DNYgn assumes to top end bottom dorms to be laterally braced at ` 3.MdNeml temporary booing to Insure sibdlly during construction 2e.e.and at 1p o.o.respectively unless braced throughout their Nngm by PA UL Ice me responsibility of the erector.Additional permanent bracing of continuous eheaedng such a pyweod sheathing(TG)andfotdrywad(BC). ^ L DATE: 8/10/2015 the Quem structure la she responsibility ompo ent building designer. 4.N Ieped bridging Ws"s lathe reisponaWWly of me respective contractor. SEQ.: K1345629 4.NOendsimeWbe.eean at notimpomntantytoasr all eradnhand 5.DesignIssum°,BO°s°s are tobeusedInaamoonosNeemhonment, fasteners m complete and at no time should my bade greater than end are for'dry condition'of a.. EXPIRES: 12/31/2016. design loads be applied to any component. 9.Design assumes tel bearing at e1 supports shown.Shim or wedge If + TRANS ID: LINK 5.Compel.eOno.has no antrolover end aswmesa raeponsib dy for the nestgn os August 10,2015 redo deer handling.sNpmenl and Installation of components. 7.Design assume°adequate drainage Is provided. 0.This design Is furnished subject to the Imdatbm set forth by H.Plates ddb lotted on centerOnes. ciWn,and placed so then center TPVNRCA 4h SCSI,copies of vadch will he NMehed upon)quasi' g.Digits Indicate she of plata In Inches. • Weir USA,Ind./ComlwTrus Software 7.6.6(11)-E 10.For bole connector plata design values see ESR-1711.ESR-1980(Minsk) 4. t This design prepared from computer input by PACIFIC LUMBER-BC > LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl-1.00 TC: 2x4 KDDF 910BTR LOAD DURATION INCREASE = 1.15 BC; 2x4 KDDF 0160TR SPACED 24.0" O.C. 1- 2=( 0) 86 2- 8=(-84) 485 3- 8=(-270) 278 WEBS: 2x4 KDDF STAND 2- 3-(-704) 207 8- 6-(-70) 383 8- 4-(-269) 530 LOADING 3- 4-(-546) 278 8- 5-(-270) 278 TC LATERAL SUPPORT <= 12"OC. 000. LL( 25.0)401,1( 7.0) ON TOP CHORD = 4- 5-(-546) 278 BC LATERAL SUPPORT <- 12"OC. U071. 32.0 PSF 5- 6=(-704) 207 DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 86 OVERHANGS: 12.0" 12.0" TOTAL LOAD 42.0 PSF LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. O 6'- 6.5" -149/ 809V -292/ 292H 5.50" 1.29 ROOF ( 625) 16'- 6.5" -149/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2. D.,. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �"�e....,.-.1r1.__ - - •.1',t,• .:mak,.,.,.,,,.;1g. 8-03-04 8-03-04 VERTICAL DEFLECTION LIMITS:'LL-L/240, TL-L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed - 0.100" f f MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" 4-03 4-00-04 4-00-04 4_03 M f / f f T MAX TLCREEP DEFL - -0.003" 0 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 - M-9x6 0.047" @ 3'- 9.1" Allowed - 0.498" 14.00 4.0" N14.00 4 MAX HORIZ. LL DEFL - 0.006" @ 16'- 1.0" MAX HORIZ. TL DEFL - 0.009" @ 16'- 1.0" li Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-24.1ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 0 o wl o ^`I 1 u7 M-3x4 0 M-3x8 M-3x4 0 1 y y EPROF •8-03-04 8-03-04 s� GIVE . /l ), y � ,�NRO1-00 16-06-08 1-0o 89782PE ire JOB NAME : POLYGON NW PLAN 7-A NH - A2 ^.,_-�,� ✓ Scale: 0.2614 „___ WARNINGS: GENERAL NOTES, ode..othervdu noted: 'w Truss: A2 I.Bolder srdefedkncontndorsholldbeadvised ofolGeneral Notes f.TM.design is baud only upon the parameters shown and bfor anIndividual CI i. 17 OREGON '"' and Warning.before construction commence.. building component.Applicability of dea4n parameters and paper 4,& 2 zr1 comprembn web brsdnp mud be Installed Veen storm e, Incorporation of component la me roapomlbBly of the budding designer. O' 7.Addeknal Iempersry bracing to Mauro stability ding construction 2 DNpn assumes the cop and bottom Moms to M Merely Macao•t 9^.. iQ R`' .{5 . ,, • DATE: 8/10/2015 la ma responsibility of the ender.Addnlomtpermmentbasing.f zow.and et let ow respadNely Mess braced throughout their length by "' r 1' -` the overall structure la the reapaneibdlty of the budding designer. cemmuoua Maammpsu ch reaaGng rplywood sheathing(TC)andror ,t PAUL �` SE 4.No bad Mouldaa ed to cont 3.hlmpact belting or lir enibrsdrp required where shown�• !-' 4.. K139583DPPA ^Y pemMuntlanareAMad Band 4.MsteAanonaflmaalsmeresponsibility ofthe respective contrsgor. fasteners are complete and at no Bme should any loads greater than 5.Design assumes busses aro to be used m a nonaorrsshe environment, TRANS ID: LINK design pads be applied to any component. end era for'dry condition'of use. 5.eempurue h..no control our.na.swmea no r..ponsm lily or n. H.Design assumes MI beanng at GI supports Mown.Shim or wedge II v fabrk.tkn,handling,shipment and lnetdlatkn ofcomponem.. necessary, ♦.I EXPIRES: 1 2/3 112 0 1 6 S.Thee designlsfurnishedsubjecttothabenatlansaatforhby 7.PlatesMesign sumelededon drainage ao..o So..,a, August 10,2015 TPUWICA In SCSI,copes ofvddch oIl be Nml.hetl 0.Plates sial be located on both taus of truss,end pbudcothelrcontar upon request. Inca coindde with joint center lines. MITek USA.dna./CompuTrus Software 7.6.6(1L}E B.Dion Melton abs olphts In gn, . 10,For basic connector pale design o.values see ESR-1711,ESR-Igoe Wirrek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-06-08 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 ROOF N16BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-(-6136) 1370 1- 6-(-864) 3722 2- 6-( -630) 2990 2- 3=(-4064) 1042 6- 7-(-868) 3740 2- 7-(-1886) 570 BC: 2x4 KDDF STAND3- 4=(-4064) 1042 7- 8-(-778) 3740 7- 3=(-1494) 5772 WEBS: 2x4 KDDF STAND; LOADING 2x4 DF STAND A; LL- 25 PSF Ground Snow (Pg) 4- 5-(-6136) 1370 8- 5-(-774) 3722 7- 4-(-1886) 570 2x6 KDDF 62 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( 414.1)+DL( 301.6)- 715.6 PLF 0'- 0.0" TO 16'- 6.5" V TC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HOR2 BRG REQUIRED BRG AREA BC LATERAL SUPPORT C. 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/ 6448V 0/ OH 5.50" 10.32 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP -'r ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: !COND. 2: Design checked for net(-5 psf) uplift at 24 shot spacing. 9" oc in 2 rows) throughout 2x6 top chords, 7" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL - -0.039" 0 4'- 5.2" Allowed - 0.781" 9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL - -0.079" 0 4'- 5.2" Allowed - 1.042" MAX HORIZ. LL DEFL - 0.014" 9 16'- 1.0" 8-03-04 8-03-04 MAX HORIZ. TL DEFL - 0.024" 0 16'- 1.0" 4-06-15 3-08-05 3-08-05 4-06-15 Design conforms to main windforce-resisting 1 f ' 1 1' system and components and cladding criteria. 12 M-4x10 12 Wind: 140 mph, h-24.1ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 14.00 7a 14.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 34.0" Truss designed for wind loads 11 in the plane of the truss only. 0 KAiiM-3x6 IIII%lli \c6 i\hilke\ oN Ii if �l® UV IN o O 1 6 , 7 8 I M-5x10 M-3x8 M-7x10 M-3x8 M-5x10 to 0 Ep PRQF y 4-05-03 y 3-10-01 y 3 10-01 y 4-05-03 � NGIN. w y y 16-06-08 1 ;782PE rLYGON NW PLAN 7-A NH - A3 /\�Scale: 0.2332JOB NAME : PO tX WARNINGS: GENERAL NOTES, untsssotherwia noted: _A "�7 .OREGON '- Truss: � �` 1.Budderant arodbncontndoron co beadvisedof a0 General Holes 1.buiding co poneet.Applicability of upon the design parameters and propermmeled.shown and Is for mdMdwi !f t/24° /2 LS.` T l us e: A3 and Warnings beton ane ud an commences. Incorporation of component b the responsibility of the bolting designer. 41:?V C 2.b4 compression web bracing must be Installed Mwre shown•. S.Design assumes the top and cottons chorda to be latently Entad at I �' `, 3.Additional temporary bracing to insure stability during construction 7cc.end at lG o.o.respectively Wm bread throughout thou length by Q `s� Is the responsibility of the sudor.Additional permanent bracing of continuous sheathing such as pywnsd ehaming(TC(andlor dryral)BC). �� Pq.UL `s DATE: 8/10/2015 the oven!tincture Is the nspondblly of the bolding designer. 3.2a Impart bddging or lateral bracing required where show)•• SEQ. : K1345631 4.No load dwutd be applied to any component ural after al bracing and 4.Installation Mines la the responsibly of the reaped.contractor. footmen are complete end at no time should any beds greater than 5.Design assumes trusses Sr.to be used In e noncorrosive environment. design bads be applied to airy component. and en for'dry condition'of um. ra�� .1 /� c TRANS ID: LINK 8.Design assumes full boring et MI supports shown Shim orvadge if EXPIRES: 1G/31L2V18 S.Comp/Tea has no control over and assumes no responsibility ler the neaeary. hbdcatton,handling,shipment and irntdlean ofconponents. 7.Design mums drainage Is proNded. August 10,2015 S.Olde design Is furnished subject b the Imitations sal forth by 8.Plates shall be bated on both has of truss,end placed w le canter TPIWFCA In SCSI,copies of Witch all M furnished upon request. Ines colndde wilrJoint center hies 9.Digits mdkale size of plate m Inches. MOTek USAInc./CompuTrus Software 7.6.6(1L)-E 19,For bade connector plate design values as.618.1311.ESR.19138(MITek) • I. This design prepared from computer input by PACIFIC LUMBER—BC , LUMBER SPECIFICATIONS TRUSS SPAN 7'— 0.0" OND. net(-5 oaf) uplift at 24 "oc spacilig. TC: 2x4 KDDF #l6BTR LOAD DURATION INCREASE = 1.15 k 2: Design checked for BC: 2x4 KDDF H16HTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=21.3ft, os ed, .2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD - 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), TOTAL LOAD= 42.0 PSF load duration factor=1.6, 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 Gable end truss on continuous bearing wall 001. REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 4-1 Ref Ox2 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. 3-06 3-06 I 4 T 12 12 14.00I)M-4x4 17 2 a 14.00 I\ o ..- 414111111k1161 aPirjal 371 of— O O o M-3x4 M-3x4 l ,l- 7-00 7-00 �� D P R�fiFss �. �NGI N EFR /p 2 89782PE yc- JOB NAME : POLYGON NW PLAN 7-A NH - B1 --j Scale: 0.5570 ......-.----;77.:"- �_ WARNINGS: GENERAL NOTES, unless othemlae noted: ~ __ Truss: B1 1.Builder end erection contractor should RuadvleedofalGeneral Notes 1.This dedgnebased only upon thaperimeters shown and I.for en4MM5 dual OREGON end Warning.Mare condructbn commences. bolding component Applicability of design parameters and proper .-1 4Z, (IP I r: g.2,4 compression web Leering mud M installed where shown e. incorporation of component is the respondbllry of the MlAnp designer. V �� A [}�\ 3.Additional temporary bracing le Insure stability during eondtuctbn 2 Design ltd at 10 me lop end bottom Mena to M Morallycuho breed ice �/� A 1 �j�," lathe responsibility of me erector.Additional permanent basing of 7o.e.andd/a caro.respectively untnebaadllvouph d/their length by 17+ '�/ DATE: 8/10/2015 IM overall Wuctow.is the respondbny of lM building designer. continuous sheathing wehlbradnoresbathbn,.C)andar tlrywel(BC). /j vs�� Q� ].ga impact bridging or aanlbntlng required where Mown ee /2'i; `` SEQ.: K1345832 4.No load should be applied toany component umlalter albracing and 4.Instillation oftruss athe roapomidltyofNereapedoecontractor. Whiners are complete and at no time Mould any bade greater then 5.Design assumes Moses aro to be used In a neneonoshe environment TRANS ID: LINK design beds be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no naponsidlay forth. 8.Design assumes Nil bearing at al supports Mown.Shhe or wedge ll EXPIRES: 12/31/2016 fabrication,handling,shipment and hstalatlon of components. necessary. T.Desig6.This design Is furnished subject to the Itmlesons set forth by B.PRO.nprodded. ahel be loaded anassumeseboth aaadreinagelOhms,and placed no theircenter August 10,2015 TPIMTCA In 13C51,copes of Mich all be Nndched upon request Ines coincide with)obd canter Anes. MRek USA,Ire./CompuTrus Software 7.6.6(1L)•E B.Digits Indicate sue of pate h inches. 10.For bads connector plate design values tee ESR•1311,ESR•1088(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE . 1.15 BC: 2x4 DF N16BTR; SPACED 24.0" O.C. Design conforms to main windforce-res istinq system and components and cladding criteria. 2x4 KDDF 816BTR B2 LOADING TC LATERAL SUPPORT <= 12"0C. 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. VON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor-1.6, 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 VON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 12-04-04 12-04-04 4 1 4 12 IIM-9x9 12Q 7.00 7.00 p _ 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. N N 1iiii /1' I?t LL,I H2 p 1 1 o M-3x5(S) c M M-3x4 —3x4 l 1 14-08-08 y PRD,..f.. 10-00 sS. 1 24-08-08 �6,;,• „ NGINEF19 ;0 '�' :9782PE r" JOB NAME : POLYGON NW PLAN 7-A NH - Cl Scale: 0.3040 ��/ -'/'% WARNINGS: GENERAL NOTES, unless:othemise noted: v OREGON 1.Bolder and eredlon contractor Mould be advised ofd General Notes 1.This design Ic based only upon the W nmelen shown end h far an mdNWal }� � • Truss: Cl and Nhm4pe before construction commena.. building component.Applloabity of design parameters and proper 9' /� 2 . Q�. • 2.b1 compression web bracing mud M Installed diem Morn.. Incorporation of component b the rasponsiblly of the bolding designer. 9 0, 3.Additional temporary beteg a Inane shNlty during construction 2.Design assumes me lop end bottom chortle to be etenM bread al �AY A _4 2 e.e.and at io e.e,such unless braced throughout men length by n �1� Is the raapensibuty data erector.Additional pemunem bracing of aminaa sheathing such as plywood sheameg(TC)ander drywat(BC). �� PAUL ``` DATE: 8/10/2015 the event endure h the responsibility of the bulging designer. 3.2e Impact bridging or lateral bracing required hewn shown c c 4.No bad should be applied to any caerpoaN until atter di bracing end 4.Instaletbn of truss Is the responsibility of the raspedhe contndor. SEQ.: K1345833 fedenersare complete and atno time should any loads greater than S.Desgnassumes trusses cretobe used manon<prroeheenvwnment, TRANS ID: LINK design pads be applied to any component. coracoanfor'dry MI of dge S.CompaTrus Ms a control over and assume•no responsibility for the a Design mss Ml beatn et al supports shaven.Shim orw. I' EXPIRES: 12/31/2016 age is provided. 8.Ibis design h fufabricabon,handling.rnished subject to the 1pment end tlmtatlerw seal forth by B.Plat:sheen of components. 7. es Wan be toaten assumes duoneboth efaces of es,and placed a their anter August 10,2015 TPIMTCA In BCSI,copies of w/hlo h w1I be Nmhhed upon request. Ines alndde with)oat center linea • ., 9.Digits Indicate abs of pee In inches. MITek USA,Inc.lCompuTrus Software 7,6.8(1L)-E 10.For basic connecter plate design values see ESR-1311.ESR•1988(MITek) l This design prepared from computer input by PACIFIC LUMBER-BC , LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF B1&BTR LOAD DURATION INCREASE = 1.15 1- 2.(-2855) 608 1- 7=(-473) 2459 7- 2=) -195) 1460 BC: 2x4 KDDF 81OBTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1140) 335 7- 8=(-466) 2401 2- 8=(-1691) 453 3- 4=( -987) 311 8- 9=(-199) 1225 8- 3=( -172) 678 LOADING 4- 5-1-1544) 313 9- 5=)-198) 1227 8- 4-) -556) 202 TC LATERAL SUPPORT <= 12"OC. UON. 1.1) 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 = 42.0 PSF OVERHANGS: 0.0" 12.0" BEARING MAX VERT MAX HOR2 BRG REQUIRED BRG AREA •• For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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. 1COND. 2: Design checked for net(-5 pot) uplift at 24 "oc spaci6g. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.125" 0 5'- 9.0" Allowed - 1.190" MAX TL CREEP DEFL = -0.248" 0 5'- 9.0" Allowed = 1.586" MAX LL DEFL - -0.002" 9 25'- 8.5" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" 9 25'- 8.5" Allowed - 0.133" MAX HORIZ. LL DEFL= 0.077" 0 24'- 3.0" MAX HOAR. TL DEFL - 0.128" 0 24'- 3.0" 12-04-04 12-04-04 5-10-12 T 1' Design conforms to main windforce-resisting 6-05-08 5-03-07 7-00-13 system and components and cladding criteria. T T T T Wind: 140 mph, h=22.eft, TC DL=9.2,BCDL=6.0, ASCE 7-10, 12 12 7.00 IIM-9X4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q7 00 load duration factor-1.6, 4.0" Truss designed for wind loads 3 .1-,( in the plane of the truss only. 4N :-3x41,,4#11/1/1/1///i ill M-3x6 I ee M-3x5 7 in M-5x6 o a j•_, Ste * o 1•• ±_ I 8 9 o 0 o M-5x10 M-1.5x3 M-3x4 1 0 ..3.50 3.50 p 12 12 .1' l l l l 5-09 5-03-08 6-07-03 7-00-13 y y y y y + PROF ,<<,(,S\ - es 5-09 5-03-08 13-08 1-00 � GIN�• ,4 sit y -, 24-08-08 y �� N a 8 782PE 9i" JOB NAME : POLYGON NW PLAN 7-A NH - C2 ,f-'r • . . Scale: 0.2375 WARNINGS: GENERAL NOTES, unless otherwise Mated: c" OREGON! Truss: C2 1.Bolder and erection centred*,should be advbed of se General Nobs 1.TNsdedgn Is based only upon the parameters Yawn endo for an Indbldual O1's and Warnings before condrvdbn commences. building component.Applicability of design parameters and proper �}` 2.284 compression web bracing must ha installed when strewn.. Ine*rporalbn el component lathe reapondbllry of IM building designer. ....5%/ ` 3.Additional temporary bra*6q to huts stability during anYructbn 2.0•dpn mune IN lop.rad bottom.,,b,to a bbnly lowed at , �RY \ j� Is the responsibility of the wenn Ademonel pemwnaM Maung at 748end a1.eo.e.n.pedlwy unless bread throughoNihdr length by `s V DATE: 8/10/2015 the*vent sincture lathe raspansibB ,the buldln de continuous ue N ing ong such a pyngoequkedd nem case.. el(BG). w�� 4.Na load should be applied to anycorny o g designer. 7.7a Impact bddpinp ver the,e bracing raqubed,.spa drown.. P ns SEQ.: K1345834 pw penent uMq ane,al bracing and 4.Inatsgatbn of Mos is the responsibaly of the respective contractor. fasteners are complete and at no thea should any leads greater than 5.Design assumes tenses are to be used Ina non<orradve environment. TRANS ID: LINK design loads be applied to any component. and ere for'dry condition'Ouse. 5.CompuTrus has no control over and assume.no responsibility fer the B.Design aaaumes Ml bearing d eq uppons shawl Shan or wedge if EXPIRES: 12/31/2016 newswry. fabrication,Mndlkp,shipment and Instana0on of components. 7.oedgn assumes adequate drainage a leprovided. August 1 O,2015 B.This design is finished subject b 0n limestbns set forth by 8.Plain shall be boated en both faces ofWas,and placed so their ceder TPBWICA In SCSI,copies or Mich will be Nmhhed upon request. Ines coincide with lead anter Ibex MRek USA.Inc./Com uTrus Software 7.6.6(1L 9.Digits indicate aloe of plate h Inches. p )-E 10.For bate connector pieta design values see E58.1311.E5R-1888(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/Cq=1.00 TC: 2x4 KDDF B16BTR; LOAD DURATION INCREASE = 1.15 1- 2=(-2890) 810 1-7=(-543) 2485 7- 2=( -234) 1475 2x6 KDDF 816E1TR T2 SPACED 24.0" O.C. 2- 3=(-1185) 519 7- 8=(-534) 2426 2- 8=(-1650) 445 BC: 2x9 KDDF 816BTR 3- 4=( 0) 0 8- 9=(-387) 1244 8- 3=( -217) 641 WEBS: 2x4 KDDF STAND LOADING 3- 5=(-1025) 424 9-10=(-386) 1245 8- 5.) -547) 364 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1540) 527 10- 6=(-427) 1224 5- 9=( 0) 232 TC LATERAL SUPPORT <= 12"OC. UON. 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: 2x4 BRACING AT 24" OC UON. FOR 0'- 0.0" -241/ 1057V -126/ 128H 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/ 108411 0/ OH 131.00" 1.74 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP . s , . . - 9• M-1.504 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (Son). MAX LL DEFL =-0.125" 8 5'- 9.0" Allowed= 1.187" MAX TL CREEP DEFL =-0.248" 9 5'- 9.0" Allowed = 1.583" Unbalanced live loads have been MAX HORIZ. LL DEFL = 0.079" 8 24'- 8.4" considered for this design. MAX HORIZ. TL DEFL = 0.130" 0 24'- 8.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.3 ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 17-06-12 17-06-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7. , 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 f f in the plane of the truss only. 12 ((M-4x4+f 12 12 7.00 17' q M-5x6 Q 7 00 ' 7.00 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 :M-4x4 M-5x6+(S) ti 0 M-3x6 I TN itt- 2 o 1 tW M-3x5 7 in o M-Sx\\� _ �\ a 1 ,{- Ari • 0 of ,t 1 " M-5x10 M-3x5 10 M-3x6+(S) o d 3.50 3.50 . M-3x4+ 12 12QD PROP?, l 1 l l 1 l '�� S y 5 -09 y 5-03-08 6-07-03 6-06-13 10-11 y y 0NG�N EFR /02 5-09 5-03-08 24-01 1-00 4 'jr y ), y G/ 89782PE r 35-01-08 1-00 2fJOB NAME: POLYGON NW PLAN 7-A NH - D1 '11,' Scale: 0.1790 V i4 WARNINGS: GENERAL NOTES, unless otherwise noted: ..,, 7i}.OREGON �O �. I.Bolder and median aonssdor should b.Weed of el General Notes I.This de&on Is based only upon the parameters Moan and Is for en 841,14a! .A. -f�C/•A�`- G Truss: D1 and Warnings before construction commences. Inkling aompon•nt.ApplkabOlry of design parameter end pope, 7 �l �! J 2.2,4 compression cob a.tlnp mud be Piddled where shown e. Incorporation of component Is responsibility of the wiring dadgner. :; to 3.Additional temporary bracing to insure stability during construction 2.Design amen the top and bottom awes e a laterally braced at //�l U Is the responsibility of the erector.Additional amlanent mdrig of r ox.and at lI o.R esp•dNery unless braced throughout their length by P�'1 L. �\. P continuous ahaathing such as plywood sheathing(TC)eller drywal(BC). DATE: 8/10/2015 lin overt structure Is the responsibility Win balding designer. 3.25 tepid bridging or literal beano required when shown.. 4.Na bed should be applied to any component udl after.l bracing and 4.Meditation W ation ofssIsthe responsibility ofthe espede Ne connector. p SEQ.: K1395835 fastenersaecomplete end atnotime should any bads geaterthan 5.Desgnassumes oc trusses are EXPIRES: 12/J��jj1/2016. destgn ball a applied to any component. and are ford/condition"Sr use. TRANS I D: LINK 5.CempuTrus has no control ever and assumes no responsibility for be 8.Design e m o enemas NII bearing at all supports shown.Shim or wedge If fabrication.handling,shipment and installation ofco nests. ". August 10,2015 Pme cope T.pate.assumesseled on drainage fceaproas d. an 8.This design is furnished subject to m•IbnBalbro sal forth by g.Plates=haws ladled on both lass ofWn,end placed colhek anter TP5 WTCA in SCSI.copies of which will be furnished upon request Ines comdde 065)081 enter lbws 9.Digits indicate site of plate In inches. MfTek USA,IncjCompuTrus Software 7.6.6)1L)•Z 10.For beelc connector plata design wines no ESR-1311,ESR•198B(MITek) t This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS ' TC: 2x4 KDDF 111611TR TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 BC: 2x4 KDDF 11160TR LOAD DURATION INCREASE- 1.15 1- 2-(-4268) 838 1- 8-1-669) 3798 8- 2-1 -303) 2203 11- 6-(-251) 211 WEBS: 2x4 KID?STAND SPACED 24.0" O.C. 2- 3=(-1985) 489 8- 9-)-657) 3711 2- 9=(-2202) 480 LOADING 3- 4.1-1516) 448 9-10-1-234) 1697 9- 3-1 -21) 320 TC LATERAL SUPPORT <- 12"OC. UON. 4- 5-(-1505) 452 10-11-1-216) 1597 3-10-) -671) 259 BC LATERAL SUPPORT <- 12"0C. UGH. LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF 5- 6-(-2124) 509 11- 7-(-359) 1912 10- 4-1 -275) 1096 DL ON BOTTOM CHORD = 10.0 PSF 6- 7-(-2348) 510 10- 5-1 -657) 256 •• For hanger specs. - See approved plans TOTAL LOAD 42.0 PSF 5-11-( -51) 494 LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2012. 5'- 0.0" -215/ 1475V -232/ 232H 5.50" 2.36 ROOF ( 625) 35'- 1.5" -215/ 1475V 0/ OH 5.50" 2.36 ROOF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. I-_�-_ - EOND. 2: » -.-,...,,a-.L„-...-,-.- ''_.-__, 1-...--d+:-....ik,....,. ilg. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 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" 9 34'- 8.0" Design conforms to main windforce-resisting system and components and cladding criteria. 17-06-12 17-06-12 fWind: 140 mph, h-24.3ft, 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 (All Heights), Enclosed, cat.2, exp.B, MWFRS(Dir), load uration 12 Trussddesignedfforowind 6loada 7.00 M-4x6 12 in the plane of the truss only. Q 7.00 4.0" 4 .M M-5x6(S) 3.1 M-5x6(5) 0.25" 0.25" 3 +1 M-3x8 )11)1100,M-1.5x3 2 + + + in M-3x8�ei -SX8 \ N o 0 1.. 9 10 SW , 4 iv 11 o ,M-6x6 0.25" M-3x4 M-3x5 •7 of ..3.50 3.50 p M-5x8(S) o 12 14 1 y y y l y 5-09 i' 5-03-08 y 6-06-09 8-07-07 8-11-05 y � D PR opo 5-09 5-03-08 24-01 y .5 NGIN�F `tall 35-01-08 y 4., R O�/ cc' 8 782PE 9r" JOB NAME : POLYGON NW PLAN 7-A NH - D2 • Scale: 0.1739 F 6,,,,, J//% WARNINGS: GENERAL NOTES, unless olMn,lse noted: Truss: D2 I.Bolder and erection contractor Molldbeadvised ofelGeneral Notes I.Ole design is based only upon the parameterssnormend hmranbklvIdual 9 OREGON h and Wan..before construction commences, holding component.Applicability of design parameters and proper ,-� '�. �. 2.2nd compression web Dndnp must M installed More shown.. Incorponnon of component la the respondbuly of the bolding designer. J.Addlbrral temporary bracing to there essay during construction 2 S e.n assumes the top end bottom chords to be laterally braced at /Cy' UL DATE: 8/10/2015 Is the responsibility ollM erector.Additional permanent basing of 2o.c.and at respectNely as plyunless braced livoughdMthelt length by �� RY �� " the overal YNdure le the respendbiny of the bolding dedgner, aMinuoa Mgawor leen l b adwod aired ore s overand/or•arywal(Bq. /1� �` 4.No load should M e S.2:1111N4 bndrin.or lateral bratlrp required Wore shovel.. P SEQ.: K1345836applied to any component untl eller al bradng and 4.Installation of lNas la the responslbliy of the respective contractor, fasteners are complete and et no time should any loads greater than S.Design assumes tnns•s ars Is be used N a noncorroalve environment, TRANS ID: LINK dedon pads be applledls any component. and are fpr dry condBsn'ofa... 5.CompuTnn nee no control over and assumes no fespomiWlly for the 6.Design assumes(di bearing at el supports shown.Shim or wedge If r7 ��jj.i y. hbdoallon,handling,shipment and Matallelbn of components. Deaasa eelgn EXPIRES: 12/U'1/2016 8.This design is furnished suh)ed to the Imoetona set forth by T.P0 assumes adequate drainagell,faces la bum,an d. August 1 0,2015 TPWyICA In SCSI,copies orWnlM ell be furnished upon B.Pb:..Wta Mai be located on Doth lass orWss,and plead so their center request. Ines cothdde Whh)oiM center lines. Mfiek USA Inc./CampuTrus Software 7.6.6(TL}E g.Olpit.Indicate ala.m dale In Inds. ID.For basic connector plate design values see ESR•1311,ESR•I ga(MITee) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 35'- 1.5" 'COND. 2: Design checked for net(-5 pef) uplift at 24 "oc spacildg. LUMBER SPECIFICATIONS 0LOAD DURATION INCREASE = 1.15 Design conforms to main windfozce-resisting TC: 2x4 KDDF 1SBTR SPACED 24.0" O.C. system and components and cladding criteria. BC: 2x4 KDDF 14BTR BC LATERAL SUPPORT <= 12"OC. VON. LOADING Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL'6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 10.0 PSF DL ON BOTTOM CHORD 10.0 PSF load duration factor=1.6, Unbalanced live loads have been TOTAL LOAD= 42.0 PSF Truss deaigned for wind loads in the plane of the truss only. considered for this design. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall 00 . LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1-102 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for pomplete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17-06-12 17-06-12 If T 11-08-09 5-10-03 5-10-03 11-08-09 T f )IM-4x4 12 12 7.00 7.00 p 3 uWHEN HEN A FLAT BO OM CHORD GABLE TRUSS SUPPORTED ON TOP OFA BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TAT: OP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING M-3x5(SI PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION M-3x5(SI POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY +� �i FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL 1111111111116. CING TO THE HINGE CONNECTION SITUATION. o111111111111111111111111 1111111111 4 ,n ri 34 IM a Ie34 4'4 1 M-3x5(5) I M-3x9 M-3x4 y y PEp).PRpfiF 17-06-12 17-06-12 ‹ s(. y � T 9 1-00 35-01-08 PE r JOB NAME: POLYGON NW PLAN 7-A NH - D3 `'J--• --___ Scale: 0.2314 WARNINGS: GENERAL NOTES, unless othereisenoted: ",L:OREG,..,, 4�', ,.. 1.Holder and erection contractor ehodd be advised of al Gement Notes 1.TMs design Is based only upon IM parameters down and Is for en Individual 15,Truss: D3 and Warnings before construction commenas bolding compoaM.Applicability neatlathe 01 design promoters and proper 9,4 (4q A G 2.tri compression web boding must be Installed where shone'• DesignIncorponsonofwmpop an Ismsm cords to/ofthebindingdesigner. 1:J G' 7.Design assumes the lap end bosom tlroMstob Wally bread al '\'`�,, 3.Additional temporary bracing to Insure stabltyduring eonatnetlon 2e.e and et ISo.e.nepedN.ly uNua baadllaupheut Udr Nnpol by `` /I V Is me responsibility of the erector.Addllorul Pemunenl bndngol eonenuoueeheetNng such a plywood shaaming(TC)and%ordryvnl(BC)• Pq..U.L. DATE: 8/10/2015 the oven1 wuctare lona reepondbRfy of the bolding designer. 3.2s Impact bridging or lateral bracing required nhere shown•• SEQ.: K1345837 4.No load ehouWbeapplied to any component until after alWooing and 4.IatAatbnofMasts the napondbatyofthe respective wrdndor. fasteners are amnplete end at no tins should any bads greater men 5.Design assumes busses ere to be used t a noncorrosive environment, design Wada M applied b my component, end Design lr'dry tun o bear elute. TRANS ID' LINK 1.endsn.esumeebAlnon-o alelwppanrsuawn.shmorwedge a EXPIRES: it/S1I2O�6 S.CompuTrus MsaaMrW over all assumes no neponsiWGly for me neaaary. febdcaSon.handling.ahlpment and Installation of components. 7.Design assumes adequate drainage I.provided. August 1 0,2015 8.TMs design l furnished subject to the Imlallns eel forth by 8.Plates M al be larded on both faces of buss,end plead a their anter , TPWyrCAI SCSI,copies of With WS be furnished upon request. Ines wind&g.Digits iindlat wsireh)of piste M us Ind . MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values ma ESR-1311,ESR•1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 RIDE' 816BTR TRUSS SPAN 35'- 0.0" - IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 BC: 2x4 KDDF N16BTR LOAD DURATION INCREASE 1.15 1- 2=(-2309) 503 1- 8=(-348) 1971 2- 8=(-225) 205 WEBS: 2x.4 KDDF STAND SPACED 24.0" O.C. 2- 3-(-2088) 501 8- 9-(-216) 1658 8- 3-( -45) 460 LOADING 3- 4(-1496) 451 9-10-(-214) 1589 3- 9-)-640) 253 4- 5-(-1495) 450 10- 7-(-359) 1902 9- 4"(-282) 1122 TC LATERAL SUPPORT <- 12"OC. UON. BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF 5- 6-(-2109) 505 9- 5.(-6 53) 255 DL ON BOTTOM CHORD - 10.0 PSF 6- 7-)-2336) 509 5-10-) -50) 483 •• For hanger specs. - See approved plans TOTAL LOAD - 42.0 PSF 10- 6-(-251) 211 LL - 25 PIE'Ground Snow )Pg( BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 5'- 0.0" -216/ 1470V -231/ 231H 5.50" 2.35 ROOF ( 625) ]5'- 0.0" -215/ 1470V 0/ OH 5.50" 2.35 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 7: Denton checked for net(-5 oef) unlifr at 24 "on eoarljtg. VERTICAL DEFLECTION LIMITS: 1.1-1/240, TL-L/180 MAX LL DEFL - -0.098" 0 17'- 5.2" Allowed - 1.704" MAX TL CREEP DEFL - -0.199" 9 17'- 5.2" Allowed - 2.272" MAX HORIZ. LL DEFL- 0.045" a 34'- 6.5" MAX HORIZ. TL DEFL - 0.075" a 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 (All Heights), Enclosed, Cat.2, EXp.B, MWFRS(Dir), load duration factor-1.6, f f f f f 12 f Truss designed for wind loads 7.00 M-4xG 12 in the plane of the truss only. 4.0" Q7.00 M-5x6(S) \ M-5x6(5) 3.1 400 411 0.25" 0.25" tt 11 44 M-1.5x3 M-1.5x3 • rn 0 I n o I Io 1 M-3x5 M-3x4 9 to `•7 0 0.25" M-3x9 M-3x5 c M-5x8(S) FP1 8-10-11 y k 8-06-09 ), 9-00-03 y t‘71‘°) 8-10-11 I N 1 , 8-06-09 1 �� GINE�c LS'j� 35-00 y �� R 2 89782PE " JOB NAME : POLYGON NW PLAN 7-A NH - D4 Scale: 0.1922 ; V � WARNINGS: GENERAL NOTES, unlan atharvdw noted: Truss: D4 1.Bulderand mediancowmdor should beadvisedofalGeneral Notes 1.TNs design isa.adonyupon the parameter..hownand lefor enmdlddual "y OREGON and Warnings before anetwabn commence.. bulding component Applicability or design parameters and proper it 2 ha compressbn web bracing must b.installed where shown•, Incorporation or component Is me responsibility or the building designer- .71;:, -6� 3.Addison.l temporary bracing to insure Nudity during construct/on 2 Z n..and el me tap and bosom chords to a Warmly Meir ��• q R�,. .�GJ J 0.7..r DATE: 8/10/2015 lathe responsibility Brim moor.Additional permanent bracing of 7o.c.andelIPo.o.rsshenpy unless braced throughout their length by \ the overall abash,.Is gm napendblly of the bolding designer. continuous sheathing such e.pywootl ubed where s ams,.tlryvnl(BC). ^1 Li L 3.2t Impact bridging or letenl bracing requtred Ware shown.. !" SEQ.: K1345838 4.No load•mdd be applied to any component ural/,rear al bracing and 4.Installation or Wes is the responsibility of the respective contractor. fasteners are complete and et no tane should any bad.greater than 5.Design assumes busses ere to be used m a non-corrosive envtralvn.nl, TRANS I D: LINK design loads be applied to any component- and are for-dry condition'of use. S.CompuTrus has no control over and assume no responsibility for the H.Design as wmes M bearing at el supports Mown.Shim or wedge If fabricaan,mndling,elipment and hutalleanofcomponents. necessary. 12/3112016 B.Gas design 1,hanishedsubject tothe imitaamset forth by 8.Designte.assumes adequate othfaceto truss, August 10,2015 TPWJICA In SCSI,.pie.of which WiN tarnished g 8.Wales be bated on cele races of truss,and plead olivae anter upon request. Ines coincide with)otrn anter Anes MRek USA,Ina.ICompuTrus Software 7.6.6(1L}E 0.Digits Indicate.p.Opiate m Inches. 10.For basic connector plate design values see ESR-1311,ESR-1908(MITeh) This Pacific designLumber prepared aTruss fro)mDMcomputer) input by TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=(-196) 62 1-4=(-100) 137 2-4=(-208) 161 BC: 2x4 KDDF 01&BTR LOAD DUSPAIED I240"SE C 1.15 2-3=( -26) 12 4-5-) 0) 0 SPACED 24..0" O.C. BC: 2x4 KDDF 818BTR WEBS: 2x4 DF STAND; LOADING 2x4 KDDF STUD A HEARING MAX VERT MAX NOR2 8RG REQUIRED BRG AREA LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONSHORZSIZE RE UI. (SPECIES)BRG TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD - 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7'- 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) 1' vertical members (uon). ).GOND. 2: lesion checked fox net(-5 osf) uolift at 24 "oc soacilug. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMISS: LL=L/240, TL=L/380 Unbalanced live loads have been REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. considered for this design. MAX LL DEFT. - -0.015" 0 O'- 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" JT 1: Heel to plate corner = 4.25" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.023" 0 6'- 2.6" Allowed - 0.275" MAX TL CREEP DEFL - -0.044" 0 6'- 2.6" Allowed- 0.367" 6-03-09 1-01-12 MAX HORIZ. LL DEFL - -0.001" @ 7'- 2.2" 1' 1' MAX HORIZ. TL DEFL- 0.001" @ 7'- 2.2" 12 Design conforms to main windforce-resisting 4.50 ' 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 ..,r 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. Pis MU 0 0 0 1 CI �all111 1�t v 1�1 o �� 4 �5 -/ M-3x8 M-3x8 M-3x5 1 1 6-03-09 1-01-12 1 1 1 1-00 6-05 1 1 7-05 ,q,\Ep PROF^ , NG1 N EF S/0 �� A`8 782/PE 9r JOB NAME : POLYGON NW PLAN 7-A NH - El /Scale: 0.51660 '^ WARNINGS: GENERAL NOTES, Mess otherwise noted: 1% QR�GON e�40 • 1.Balder and erection contractor should be advised of al General Notes I.This design Is based only upon the parameters shorn and b bran Indvival • �A. �Q. •�- Truss: El and Warnings before aeneNMnnammeMaa. baking component.Appatllly el design parameters and proper V�,/ • 2. x4 compression web bracing must be belstled where shoe e. Inarponlbn a)component is the naponeillly oft.balding dealpn.,. "q C7V A 6. 2 Design assumes the lop and bottom chords to be laterally bleed al A f 1�.: 3.Additional temporary bracing to insure stadia),during constmdlon Y e.s.and at 10 cc.respectively wren booed throughout their length by P Nl Is the responsibility of the ander.Addsleai permanent bracing of continuous N"mmg such as pywood sheathing(TC)and/or Orywai)eE). " A U L. n DATE: 8/10/2015 IM overall.Wet..lathe responsibility of the building designer. 3.2e lmpad bddging or later.'bracing required chars shown•• S E K13 4 5 8 3 9 4.No load should be spelled to any component ural after as bracing and 4.Installation l^tio of buss latheumes wpensiblIo be ye m respective. e sslt e. ader.environment, Q•: festenen an complete and at alMastwutd arty bedagrasier man and are for"dry andoon.of use. ��// p �i TRANS ID: LINK design bads be applied to arty component. a.Design assures adlbeadng at al supports shown.Shim*rendgs if EXPIRES: 12/31/2016. 5.CompuTrue has no control over and assumes no responsibility forte nacesssry. faDdealbn,handllrp,shipment and Installation of components. 7.Design assumes adequate drainage is provided. AU9U$t 10,2015 G.This design b furnished subject to the limitations set forth by a Plaits shill be bated en both feces of W",and plated n their anter ` 7PLWTEA In SCSI,copies of which all be furnished upon request. lines coincide wIthg,Digin Indican she)el plan canointtIn eriah". MtTek USA,Inc./CompuTrus Sotasre 7.6.7(1L}E 10.For basic connecter plate design values us ESR.ITII.ESR•tens(.NTeh) This design prepared from computer input by Pacific Lumber 6 Truss (DM) LUMBER SPECIFICATIONS TC: 2X4 ROOF CATION TRUSS SPAN 7'- 5.0" LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 92-4-)-/Cq=1.00 WE: 2x4 KDDF gNDBTR 1-2=(-196) 62 1-4=(-100) 137 2-9=(_206) 161 WEBS: 2x4 DF STAND; SPACED 24.0" O.C. 2-3=( -26) 12 4-5=( 0) 0 2x4 KDDF STUD A LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 1'- 0.0" -42/ 353V -33/ 69H 5.50" 0.53 KDDF ( 625) Unbalanced live loads have been 7'- 5.0" -40/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) considered for this design. LL 25 PSF Ground Snow (Pg) • JT 1: Heel to plate corner = 4.25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL � � 2• n h d f ( 5 ft 11f r 9e l6g REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL= L/180 MAX LL DEFL - -0.015" @ 0'- 0.0" Allowed - 0.100" BOTTOM CHORD CHECKED FOR 10 PSF 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" 9 6'- 2.6" Allowed - 0.367" 6-03-04 1-01-12 MAX HORIZ. LL DEFL - -0.001" 0 7'- 2.2" 12 MAX 60011. TL DEFL = 0.001" @ 7'- 2.2" 4.50 L12 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-20.6ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, M-3x4 3 (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, 2 Truss designed for wind loads �. in the plane of the truss only. M w 0 .-I 0 I en o SII i M-3x8 M-3x8 M-3x5 1 1 1 6-03-04 1-01-12 l y 1-00 6-05 ) 1 l 7-05 .<C):' D PR°FFss �. �NGINF9. �1 89782PE -7� JOB NAME : POLYGON NW PLAN 7-A NH - E2 �h/ Scale: 0.5166 �--_„- WARNINOS: GENERAL NOTES, tiles,otherwise noted: _- TrUSs: E2 1.Bulderand erealoncono.dorshowbeadvlwdof.5General Us).. 1.T5i.design lebawdonly upon the parametersshovmand lefor anIndladuel y,LOREGON ``' and Warnings before mnstmdbn commence.. braiding component.AppnnalMy of design parameters and proper 2.gee compression web bracing must be installed where shown., incorporation of component la the responabnly of IM braiding tlsapner. 3.Additional bmporery Wiling I.Insure Medley during combustion 2.Cosign assumes me tap and bottom moms le be Verily breced el 9�. �RY 2� .�� Is me responsibility WIN erector.Additional permanent bracing of 7 o.e.and et 10 c.c.respectively plywood braced throughouttheirlengthb \Fj. DATE: 8/10/2015 M even)Onions b the reap°nabll y of lM buidl p designer. coMln'w't bridging Wng such u p•wood gMemlrp(TC Mkr tlrywa ice C). �(' ��V SEQ.: KI345840 4.No loadsiwuldb.appiedlSe ycomponeMuntla6snlbrsdand 3.InlmpaabddgingarNtenlbnanpraqubaer..p.maw .. /�A U bracing 4.Insteialbh of teres lathe respone See of the respective contractor. ^lJ L fasteners are complete and at no On should any loads greater man 5.Design essumee teases are to be used In a none°noav°ernbonment, TRANS ID: LINK design load.be applied to any component. and are for'dry condition'of use, 5.CompuTms hu no control over and name en responsibility for the 6.Design assumes MI bearing 51.i Ripped.shown.Shim or wedge 0 febrlutlen,handOe,a(dpment and Installation of components, necessary. ♦ EXPIRES: 12/3112016. S.TN*design I°finished subject tothe 6mfalon.sal forth by 7.Dal.. alba ileum.adequatedrainage hpros,an August 1 0,2015 TPPWFCA Sr BON,copies of which WI be Nmlehedu on request. S.Ala.ssMideNth ad on both faceaafWse,eM placed colMlrcenter P 9 Anes coincide wla(Pico center linea. Mfiek USA,Inc./CompuTroe Software 7.6.7(1L}E 9.Digits Indicate atm of plate m Inches. 10.For bade connector plate design value*see ESR•1311,E511-19513 IMMO) This design prepared from computer input by Pacific Lumber & Truss (DM) TRUSS SPAN 4'- 6.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1-2=(-79) 23 1-4=(-68) 60 2-4=(-142) 120 BC: 2x4 KDDF #148TR LOAD DURATION I24R0"SE C 1.15 2-3=(-26) 12 4-5.) 0) 0 SPACED 24.0" O.C. BC: 2x4 KDDF #158TR WEBS: 2x4 DF STAND; LOADING 2x4 KDDF STAND A BEARING MAX VERT MAX HORZ RAG REQUIRED BRG AREA LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF LOCATIONS REACTIONS REACTIONSHORZSIZE SQ.IN. (SPECIES)BRG BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 42.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 4'- 6.8" -28/ 233V -18/ SOH 5.50" 0.35 KDDF ( 625) 4'- 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: D,..-:.. N` ..1� se. ,._-)-'- L:^--• mit.,...,,Lig. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL�L/180 JT 1: Heel to plate corner = 9.25" REQUIREMENTS OF IBC 2012 AND DEC 2012 NOT BEING MET. MAX IC DEFL CTION 5L @ L L0.0"/S4 Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL= -0.003" 0 0'- 0.0" Allowed- 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.010" 0 3'- 4.4" Allowed - 0.132" MAX TL CREEP DEFL- -0.014" 0 3'- 4.4" Allowed . 0.176" 3-05 1-01-12 MAX HORIE. TL DEFL = -0.000" 0 4'- 4.0" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 4.50 v Wind: 140 mph, h=20ft, TCDL=4.2,0CDL.6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3 -I M-1.5x3 lli IF 2 co 0 0 I coPlirAl 1 �115111i 111 v. „6 ,. M-3x8 M-3x8 M-3x4 y l i 3-05 1-01-12 .1, ' l 1-00 3-06-12 4-06-12 PEp PROfiF" • tAG;INF6c ,1 89782PE 1-- JOB NAME : POLYGON NW PLAN 7-A NH - E3 Scale: 0.5632 ~w.-.0/ v'' - WARNINGS: GENERAL NOTES, rdessolhemha noted: V OREGON �_J I.Builder anderedbn contractor Mould be advised of al General Notes 1.T:.design Is bawd only upon the parameters drown and bbr en Individual 1? rt.? ' �lT- Truss: E3 and Warnings before construction commences. buldng component.ApppadlM of design parameters and proper /V 2.2r4 eompreeebn web bussing mud be Inatdbd where shown•, bcorponlbn el component la the roepenMllry of IM bolding designer. 'T xl Lry V A6 /� S.AdtldbNl temporary bradrp to Insure d•bIIM during cement-lion I2.Design memos the lop and bottom drords to be Wendy brand al I. 1 \CI. if ma responsibility of me erector.Additional permanent bndrp or c am.end et he t.a n.8..ply,N.ae braced .00,,.p el(0 . �1 PA U L. �``l axalnwua Medhing cosh a plywood MeemlrG(TC)arid/ot tlrywel(BC). DATE: 8/10/2015 the overall dnxtute tithe reeponelbllly of the budding designer, 3.7x[mead tsldging or lateral bradng required where shown•• S E K 13 4 5 8 41 4.No load Mould be smiled to any component until after el bracing and 4.Installation of truss lathe responsibility of the reepedbe contrader. Q• (admen aro complete and at no time should any bed.greater then 5.Design assumes busses are to be used In a noncorrosive environment, design bade be appded to any component. end are fur'dry condition'of use. TRANS ID• LINK 6.Dedgnassumeefatbearing atelmoponsshown.Shim orwedge If EXPIRES: 12/31/2016. 5.CompuTrus hes no control over and assumes no response/ley for me MINIM/. hbdsslbn.handang,shipment end Ind.Aetlon et components. 7.Design assumes adequate drainage Is prodded. August 10,2015 6.Ohl.design!,furnished subject to the lbndatb^e tet forth by 0.nae Plates located oca Int nboth e faces of trues,and placed a[Mir center TPI/W FCA In BCSI.copies of a ich vdl be MmIshed upon request. I9.Digits..ssindd.with leIM of center In Inches. MITek USA lnc./CompuTrus Software 7.6.7(1L}E 10.Fer bads connector plate deegn velum see ESR-1311,ESR-1986(Welt) This design prepared from computer input by PACIFIC LUMBER-BC , LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" (GOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spec ibg. TC: 2x4 KDDF fl168TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF H168TR SPACED 24.0" O.C. Design conforms to main d claddingresisting system and components and cladding criteria. C LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. - LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, hl. En TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), TOTAL LOAD = 42.0 PSF load duration factor-1.6, 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 +able end truss on continuous bearing wall UO 4. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-00 11-00 12 7.00 IIM-4x4 12 3 Q 7.00 qP 2 'm T 1 r 1In o �J 0 0 M-3x5(S) 1 0 M-3x4 M-3x4 l 10-00 L l 12-00 o� . pPROFFS 22-00 ��.I:4NGINEF19,0, ,N 2 89782PE �r JOB NAME : POLYGON NW PLAN 7-A NH - F1 �///\,��/ Scale: 0.3307 v'•� !' L•- WARNINGS: GENERAL NOTES, uNassom.rMse noted: Truss: Fl 1.Bulderand<nciin contractor noun be advised of al General Note. 1.This design S based only upon me perimeters shown and Is for an bdwldual ' OREGON '.- Truss: Warnings before cendruod.commences. bolding compenenl.Applkebmy el design paranwtan and proper -l' 2.2x4 companion cave Dndnp mud S.installed caner.shown.. Incorporation of component 1e me respenaiblly of bolding dedgner. 0 3.Additional temporary bracing D Insure stability during construction 2 Design .1 I slit.lop.d bosom chords to M laterallythroughout braced st �. �iq�v A 5 /�� le the reapontldlM/olm.ender.Additional permanent bracing or 7o.a and el lV o.0 nssh a.ph ned.bnttdlluouand/mete length by (. y �/.' DATE: 8/10/2015 IM ovate!structure la the responsibility clivi balding designer. continuous NaeWng such as plywood stnemlr.,.1 end/or dryvnl(BC). /ti�.�L. V _ 4.No sea drouMba .a tee 3.to impact bridging ar htanibndnp required where Moven•. P \ SEQ.: K13 4 5 8 4 2 applied any component MI after all bracing end 4.Installation elms Is the responsibility dna rennin*nnlndor, fasteners an complete and at no time should any loads greeter then 5.Design assumes Inoses are to be used In a noncorrosive environment, TRANS ID: LINK dadgn loads be applied to any component. end ere for-dry condition•of use. 5.CompuTnn Me no control over and assum.s no responsibility for the8.Design assumes lug beating at al supporta shown.Shim or wedge if febtkelbn,handling,shipment and Installation of components ^°ce°°°ry• EXPIRES: 12/31/2016 H.This design N kindled subject to the gmgagona set loon by T,Design assumes adequate drainage Is provided. 8.Plates shagbabceledonbolhhceaefWn,and plaudwlnkuMer August 10,2015 TP WyyCA In SCSI,copies of POO will be furnished upon request. Ines coincide with joint center lines. MRek DSA Inc.lCompuTrua Software 7.6.6(1L}E 9.Digits indicate she Olden In Bob.,. to.For bade connector pen destgn values see ESR-1711,ESR-1138a(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/Cg.1.00 TC: 2x4 KDDF Nl&BTR LOAD DURATION INCREASE - 1.15 1- 2-) 0) 57 2- 8-(-181) 1109 3- 8-1-299) 232 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2- 3-(-1360) 305 8- 9-( -88) 718 8- 4-1-126) 521 3- 4-1-1195) 337 9- 6-(-207) 1085 4- 9-1-126) 521 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1195) ]37 9- 5-(-2 9) 232 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+0L( 7.0) ON TOP CHORD- 32.0 PSF 5- 6-1-1360) 305 BC LATERAL SUPPORT <= 12"OC. CON. 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 ROOF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. r1' ONO. 2: D+:.,au.VI aLf,.__.-:..a. n."1_,L'_ -..r:+saa., e..lig. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.002" 8 -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL- -0.003" 0 -1'- 0.0" Allowed - 0.133" MAX LL DEFL- -0.035" 9 14'- 6.1" Allowed - 1.054" MAX TL CREEP DEFL- -0.071" 9 14'- 6.1" Allowed - 1.406" MAX LL DEFL- -0.002" 0 23'- 0.0" Allowed- 0.100" MAX TL CREEP DEFL- -0.003" 0 23'- 0.0" Allowed- 0.133" MAX HORIZ. LL DEFL = 0.016" 0 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL - 0.026" 0 21'- 6.5" T f f Design conforms to main windforce-resisting 5-08-13 5-03-03 5-03-03 5-08-13 T T 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 '717.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 load duration factor-1.6, 4.0" Truss designed for wind loads 4 ,{-,f in the plane of the truss only. IE M-1.5x3 M-1.5x3 3 u O lin w.. 8 9 • ,t/, u7 * sW _ b o 1M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 o 0 ) ) 1 1 7-05-14 7-00-05 7-05-14 y 10-00 y 12-00 y d R€� PROF 1-00 ). Goy �,, ,1 -1G�IV Fi? /0 22-00 c :9782PE r" JOB NAME : POLYGON NW PLAN 7-A NH - F2 -'l Scale: 0.2557 WARNINGS: GENERAL NOTES, unless Minndse noted: � vA• •- ;..f\,____ - 1.Builder end erection contractorshudd be advised ofd General Notes 1.Thisdedgn b based only upon the parameter shown and la for an Individual ..,1 7i}.. GONn . ��.. Truss. F2 and Waning.before andradbn commences. bolding component.Applicability of design parameter and proper +' -V.' V 2.244ampnabn web bracing mud be hnot05ed where shown.. InoorponSon of component isthe nspondblly of the building designer. 9 O:'34 �{,. 3.Additional temporary bracing m ionone b during censbudbn 2 Dsdgn mums.the top and bottom chords to be Dimly towed at A lathe responsibilitynI the ender.Insure Additional commentbracingt Y os.and at 10 o.o.nspedNey union braced throughout their length by /� n °g° continuous shoaling such ae plywood shsethbggc)and/or dryxd(BC). e Pq U` ``` DATE: 8/10/2015 iha averal sbuctun lath.reaponamlly olths bolding designer. 3.2<Impact bridging or lateral Lacing required where shown•• 4.Nolaad should be rippled to any component untl after al bracing and 4.Inatalshon of bunts the responsitilty of in respective contractor. SEQ.: K1345843 ndeneranampleteandatnotbneshouldanybedsgnderthn 5.DesignuwmesbumsantobeusedInanonconoanunvlronment. 'dry TRANS ID: LINK design pada be applied to anY component. sedg^name Nil bin'ogat e. 5.Comp°mla has noanwlover end aaeumo.noresponsi:lmyfor m. G.Design aam.amin.m.tdsupportsdrown.Shnarw.dg.It EXPIRES: 12/31/2016. nary. fabrication.handling.shipment and lnddlatbn olamponeda. 7.Design assumes adequate drainage Is provided. August 10,2015 9.This deign n furnished subject tome llmaatbnsnt forth by 8.Plates shat be bated on both faces of truss. uss,and placed so their center TPNMCA m SCSI.copies of With w11 be furnished upon request. Inas coincide with joint canter Ones. 9.Digits Indicate sire Octet.In Inches MITek USA.Ine./ComWTrua Software 7.6.6(1L}E 10.For Ws connector plate design values see ESR4311.ESR•l98e(MI6) This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 35-01-08 TC: 2x4 KDDF H16BTR IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 - BC: 2x6 KDDF SS LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-(-12708) 2820 1- 8-(-2334) 10626 8- 2-( -536) 2594 11- 6.)-1920)1920) 470 S: 2x4 KDDF STAND; 2- 3-)-10490) 2372 8- 9-(-2318) 10550 2- 9-)-1920) 470 6-12-( -536) 2544 2x4 OF STAND A; LOADING 3- 9-) -8090) 1872 9-10-(-1904) 8850 9- 3-( -776) 3504 LL - 25 PSF Ground Snow (Pg) 4- 5-( -8090) 1872 10-11-(-1904) 8850 3-10-(-3170) 760 2x6 KDDF 92 B TC UNIF LL( 50.0)411) 14.0)- 69.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6- BC UNIF LL( 414.1)+DL( ]01.6)" 715.6 PLF 0'- 0.0" TO 22'- 0.0" V 6- 7-(_10990) 2372 11-12-(-2318) 10550 10- 4-(-1814) 7896 TC LATERAL SUPPORT <- 12"OC. DON. 7.)-12708) 2820 12- 7-(-2334) 10626 10- 5-(-3170) 760 BC LATERAL SUPPORT <- 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5-11=( -776) 3504 "'"r ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT Join together 2 ply with 3"x.131 DIA GUN MAX BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) XXnails staggered at: 0'- 0.0" -1908/ 8576V -139/ 139H 5.50" 13.72 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 0.0" -1908/ 8576V 0/ OH 5.50" 13.72 KDDF ( 625) 7" oc in 2 row(s)wthroughout 2x6 bottom chords, - 9" oc in 2 os) throughout 2x4 webs, 'COND. 2: Drs tan checked for net(-5 nsf) uplift at 24 "oc soacing. 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.144" 8 14'- 6.8" Allowed - 1.054" MAX TL CREEP DEFL - -0.291" 9 14'- 6.8" Allowed - 1.406" MAX HORIZ. LL DEFL - 0.048" 9 21'- 6.5" MAX HORIZ. TL DEFL - 0.081" 9 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. 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, f 12 f f f f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor-1.6, 7.00 IIM-6X6 Q 7 00 Truss designed for wind loads in the plane of the truss only. 6.0" 4 M-3x6 M-3x6 M-3x6 2 M-3x6 6 It M-6x10 I liAM-6x10 �W m nn, �sl i �® nn eewi■�y�l4® t 1-. 8 9 10 11 '. W10 12 �•7 II. o M-3x8 M-6x8 0.25" M-6x8 M-3x8 I .7M-8x8(E) y 4-02 y 3-03-04 y 3-06-12 L 3-06-12 L 3-03-04 y 4-02 1 ?,O P R QFF. i 22-00 �NGIN $. /0 89782PE �' JOB NAME : POLYGON NW PLAN 7-A NH - F3 '��• Scale: 0.2911 liglif_ WARn NINGS: GENERAL NOTES, untaomrvAp anoted: ,_ Truss: F3 1.BUWandendbncomnde drouldbeeddwd.)dGenanThi lNot.. t. sdawryvp pnI.b.e.aenon he peamehN aovm.ndhroren ntlHWwt 9 OREGON ''. er and Warnings before conwnMbn commences. bul4ing component.Applicah8yor ldeeyn parameters end proper S Ai. 222.are compression web beep noel M installed ewe ahavm., bmerporation of component hilae responsible of the bolding design., ��ll��C/ 3.Additional temporary bracing 1a Mere stability during construction 2.Deign..wmae 0n top end bosom chords to be latently braced st 'Tic, A. A L�y ♦5 la the re.ponelbiey Dime ender.Additional permanent bracing of 7o.a and al i0 e.0.nah..pryunta..Oncot5)TC)rad/sndb el(B by /its r� 1 `_ �.; DATE: 8/10/2015 the overal.4ucture h me napondbllly of the buldtngdeelgner. co knp.rtaNging a,°uerasarywreMnNmg,.cmule•M/wag(BCJ. ( /1� .Q SE 4.No 3.zxlmpad.?true isthenlM,tlngr.wo-,reapeshawn.. /„ `` Q.: K 13 4 5 8 4 4 applied to any component Lel bracing and 4.Mshleton of truss is me respondb8ry of me respective contractor. fasteners ere complete and et no the should any bads greater than 5.Deign assumes trusses ere to be used M a non<onoalve environment TRANS ID: LINK design bade be applied to any&impane l and an for'dry condition"of use. 5.CompoTms has no control ever and assumes no responsibility for the 8.Design assume NI basing at el supports seen.Shim or wedge If rebdutbn.handling.shipment and msle0atbn of components. Designnecessmews EXPIRES: 12/31/2016 e.This design into ldedsubjecttothelimitalbnssetN^hby T.Dedgnsag e�o locatedoneothlfagels imedea. August 10,2015 TPNNICq In BC5l.copies of which e.g be furnished upon9.Plates shag be 1099n on both fawn slime and placed collas.center request. Ones coincide with)pint center One.. B.Digit.Mikan she of plate h Inches. Meek USA,Ina/CompuTrus Software 7.6.6(iL}E 10.For bole connector plots design value.see ESR•1s11.ESR•t0ee(Meek) 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 M1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 BC: 2x4 ROOF STANDR 3- 4=(-1318) 338 9- 6 (-253) 1261 4- 9=(-111) 492 WEBS: 2x4 ROOF STAND LOADING 4- 5-(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 12.0" LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'II--- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ttoon. 2: D....:a....s.+aa..L&_._.___w.-e.:L+1..;1-ver_.•s.esika•s-.-11g- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: IL=L/240, TL=L/180 MAX LL DEFL- 0.002" 0 -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.043" 0 14'- 5.8" Allowed - 1.054" MAX TL CREEP DEFL= -0.088" 8 14'- 5.8" Allowed = 1.406" MAX LL DEFL= 0.002" 0 23:- 0.0" Allowed = 0.100" MAX TL CREEP DEFL- -0.003" 0 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL- 0.018" 8 21'- 6.5" MAX HOAR. TL DEFL= 0.030" 0 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, f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, 6.00 M-9X6 d 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 1L M-1.5x3 i :1" M-1.5x3 3 5 m „/' rn _,o o c oi B M-3x4 M-3x4 0 o M-3x4 M-3x4 M-3x5(S) 1 y y 7-06-03 y 6-11-11 7-06-03 1, y y Ep P R OFF 10-00 12-00 Q: s i � GIN /� ,90 - i oo 22-00 -00 -37 c 89782PE r' JOB NAME : POLYGON NW PLAN 7-A NH - G1 p � Scale: 0.2557 i� r/�.7/ \ WARNINGS: GENERALNOTES, unless otherwise noted: .. i� 1.Balder and eroNlnncontractor shoudbeadvised 07.8General Notes 1.Thi,design Isaesdonly upon the parameters slwxnand hbranMMlMMus! iJ- Jam},OREGON " Truss: G1 and INamegsbefnoenstrudbncommences. buldingcomponent.Appliab88yofdesgnpnmetersand proper LJ' "f�/. 2� �Q 2. ampro.sluesweb brodnpmodb.m.t.11ed„r.ro.��n.. Inarpor.BonalamponeMlatDemapon�bRlyaftD.�rrdbpd.d,n.r. 9 V.gRY 15. • 3.Additional temporary bracing to Insure stability dudng construction 2.Dasipn caroms.IM lap and bottom droMs to N.tartly bead al ��/ Is he respon&blllly of the erector.Additional permanent hang of 2 0.0.and at 170.0.respectively unless brad throughout heir length by .la DATE: 8/10/2015 continuous sheathing suchas tbr.dnood sheathing(TG)enorordrywagec). /5) 'q PA UL. ``` the went structure latheresponsibgtyofthebaldingdesigner. 3.2e Impel bridging oratentbracingrequired Wm'.shown•• SEQ.: K1345845 4.Nobad.hoddaapplied to any component uMBaferalndrgend 4.InneebrationofDossign assumes�rwaaN�ene.no�respective contractor.Q• fasteners aro complete and at no thea should any loads greater men end n for-dly condition dues. TRANS ID: LINK design beds be eppned to any component. 6.Design assumes kin bearing at sl supports shovm.Shim or wedge S.CompuTrushas no=Mroloverend assumes noreeponsb88yfor the nose... EXPIRES: 12/31/201.6 y. fabrlatbn.handling.shipment and habitation of components. 7.Design assumes adequate drainage is prodded. August 10,2015 e.TN.design h furnished subledto he gmeetbns tit forth by e.pates shat be located on both faces of Ms,and placed so lhek anter TPW4TCA In SCSI,copies of Mich x11 be furnished upon request. B.In.Dig.Indicate she)oi ticnt enterIn lInes MfTek USA.lnc./CompuTrus Software 7.6.7)1L)-E Id.For tonic connector plate design values see 939.1311.ESR-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF H16BTR TRUSS SPAN 22'- 0.0" ICOND. 2: Design checked for net(-5 BC: 2x4 KDDF 616BTR LOAD DURATION INCREASE a 1.15 (- psf) uplift at 24 "oc spec illg. SPACED 24.0" O.C. Design conforms to main cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. BC LATERAL SUPPORT <- 12"OC. UON. LOADING LL( 25.0)7•DL( 7.0) ON TOP CHORD 32.0 PSF Wind: 140 mph, hel5ft, TCDLeDLe6.0, ASCE 7-10, DL ON BOTTOM CHORD a 10.0 PSF (All Heights), Enclosedd,, CatCat.2, Exp.B, MWFRS(Dir), TOTAL LOAD a 42.0 PSF load duration factorel.6, End verticals) are exposed to wind, LL a 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UO . N-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 11-00 T T 11-00 12 6.00 II)4-4x4 lz 3 Q6.00 n1 2 ,11111111111111111111111111111111111111111. v O R 1 1 M-3x5(S) r7 c M-3x4 M-3x4 1, 10-00 y 12-00 y 1-00 o o P'0 22-00 Q.>'V. NGI N R S/O 89782PE 91' JOB NAME : POLYGON NW PLAN 7-A NH - GGE Jo —� Scale: 0.3662 - WARNINGS, GENERAL NOTES. unless otherwlss noted: Truss: GGE 1.Bolder end eredloncontractor should beadvised ofalGeneral Notes 1.This design Is bawd only upon the paramelansiloteand hfor anIndivival y OREGON .• and Warnings before construction commence•, bolding component.Applicability of design immolate and proper A� (0�. 234 compression web bntlng moat be lneraMd Mora Wore., bxoryenlbn olcomponent teme roapenstpliry oflM building designer. �l� ^ (`(y,, 3.Additional lempenry Bn.nhrp to Insure stability durlrq construction 2 Degos assume.the top end bottom prom.to he Wordy braced al 9�'I 'l RY: G '.b DATE: 8/10/2015 Is the responsibility of Me erector.Additional pamunem bndrp of 2'e,aand at ISco.respectively unless bend throughout their by !- J \ the ovenl structure lathe respensbgry of IM building designer. conn,p.ss,w ins or r+ardbrauch as Ing requiredwood eheatwhere h re shovel•• vng(BC). /�� SE 4.No load Would4.3lmpacttoftrus I.there pndblattrepteshown to /•" . K1345996 rapped any component WI eget s1 greater rtg.red 4.Installation of was hint.,.lo be wed In a non-corrosive envonmenl, TRANS ID: LINK design bads be applied to any component, and are for-dry condition"of use. 5.Comsat.Marro control over and name no responsibility for the S.Oesipn assume+MI Deering at al supports shown.Shim orvwdpe if fabrication.handing,shipment andmstalh0on ofcomponentt necessary. EXPIRES: 12/31/2016 8.This design h furnished subject to the limitations eel forth by 7.Design•+suees adequate drainage Is provided. TPIWTCA b SCSI.sa S.pas wind be located on eteas of truss,and pieced so their soler August 10,2015 plea of which WI b Nmhhed upon request. Inas cemdda wIU)obd center Ines. MRek USA,Inc./CompuTrus Software 7.6.7(11KB.Diplh indicate sire of plate In Inches. 10.For basic connector plate design value.we ESR•1311.ESR-Igoe(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER 4PRIIEICATIONS TRUSS SPAN 2'- 11.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 RIDE 816BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting SPACED 24.0" O.C. system and components and cladding criteria. BC: 2x4 KDDF 816BTR WEBS: 2x4 RODE STAND LOADING Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT <. 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF interior zone, load duration factor=1.6 TOTAL LOAD - 92.0 PSF .......agiggigioi Note:Truss design requires continuous LL = 25 PSF Ground Snow (Pg) bearing wall for entire span VON. 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. 2-09-09 0-01-12 4 1f 12 4.00 I7 M-1.5x3 3 -'v LIE 0 i PrgtllIllIllIllIlIllIlliE en to toi .e ti o M-2.5x9 M-145x3 y . 1. 1-00 2-11 ��E� PROfiSLP �� NGINEF"9 :-.1. 44 ¢ /89782PE r JOB NAME : POLYGON NW PLAN 7-A NH - H1 f /cam\r • Scale: 0.7180 • / � WARNINGS: GENERAL NOTES, udesa otherwise noted: C.41t'rS (. I.Builder and emotion contr.dor should be edvbed or al General rota. I.TMs design Is basad only upon the parameters ahoan and Is for an Individual /J = O' ^t O'` '� building component.Applicability of design parameters and pope, J / t/2 13�. Truss: H 1 and compression ga before combustion commences, Incorporation of component la the responsibility MIM building designer. ��Fly 2.244 compression web bndng mud be Installed Moen shorn•. Z Design mamas the lop and bottom dwrds to be laterally band et (e.„-s. . 3.Addlilonal temporary bracing to Invere stability awing construct/on E a.r.and et 10 o.c.raepedwaly unless brad throughout their length by e the rs.pendbfny alb.erector.Additional permanent bradng of continuous sheathing such as prveed aha.edng(yc)and/or dryw.eate). PA..0 L. . 1t\ DATE: 8/10/2015 the overall structure Feb.responsibility of building dodge.:, 2.2r Impact bridging or bbnl bradng required ahem shown•• S E K 13 4 5 8 4 7 4.No road.hood be applied to any component ural after el bracing and 4.Installation of truss Is the teaponstbllly of the respedho contrsdor. Q• fasteners Gra complete and at no Ilme should any loads greeter than 5.Design assumes Intern are to be used In.noncormdve environment, snddsMap applied to any component. Design era br'dry condition.of use. design pa TRANS ID: LINK 5. gnassumeeNnWaring atalsupports Moan.SMmorwedge If EXPIRES: 12/31/2016 5.Corm/erns has rocontrolover aM assumes for me neasssry. 7.Design assumes age Is provided. 5.TN.dedonlisNmishedsub)adtothe lndl.loneeatfoandling,shipment ard Instagstion of hbyF B.Platesb.lbeloaedanabotfac ..57truss,,andplacedmlheBanter August 10,2015 1PWIItA In SCSI,copies of Mich wit be furnished upon request. Ines cotncide with oInto.Digits indicate te e )of able Inrhrches. MITek USA,lnc./CompuTrus Software 7.6.4(1L).E 10.For beds connedor pleb de dun vales no.ESR.1311.ESR.1555(1.1055) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.S0 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 1-2=(-29) 14 1-3-(0) 0 WEBS: 2x4 OF 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/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) 4.00 LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Des{an checked for net(-5 osfl uplift at 24 "oc snacihg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" 9 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" 0 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008" 0 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.010" 0 2'- 7.0" Allowed = 0.274" MAX HORIZ. LL DEFL = -0.003" 0 3'- 11.2" MAX HORIZ. TL DEFL = 0.003" 9 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 2 ,I Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL-6.S, 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. ul ,-1 r. 0 1 mi • N el f I 1 O I [ 10°4 >.. 3 >< M-3x8 M-3x6 l y 3-00 y 4-00 y `� r�N�N�FiS'S/1 'PROVIDE FULL BEARINGIJts:4,3,2 I f..S �/ R - _0.iJ_. �' :9782PE �r- _,--- JOB ' JOB NAME : POLYGON NW PLAN 7-A NH - H2 �j ti Scale: 0.9459 /-4-1. '" WARNINGS: OENERALNOTES, uNaasothemfenoted: • tee OREGON 40 Truss: H2 t.Builder and eratnencontractor should beadvised ofalGeneral Notes I.The design Isbased only upon the parameters sh.umand Istor mindroldualOar and Warnings before conswaon commences. building component.Applwbuey et design parameters end proper 2.aacompr..aonw.bb,degmuawmal.11.avn,.rs.horn mcarperat.ofcemponentletheresponsibnyonhewaingdearoner. (]�. 3.Additional temporary bracing to Insure Weeny during construction Z lee,Desigend at W m.top end bottom aero.to be Dimly throughout .f 9� Al RY X 5 2 `L- laNerespontlbllAyaloe ander.Additions/permanent bracing of 7e.e. at l0 cc.nachas aNely unless brand throughout male length by DATE: 8/10/2015 the overal sbudure lame responsibility 2,Impact us a,Weal tuning uirtheeu.hera)oon•dryvnA(BC). Pw�� 'l1V Ind rynentntl aftertdesigner. 3.Installation tM,ro or herepraarpry sloe rspreanxnta /.� T` SEQ.: K139584B 4.Neenesflouldaaeteandalpplied to noy timponantunydsgendnoand 4.DesignlbnofWselemenetobeusedInanonpedMenmviron fasteners aro Complete and at no time should any pada greater than 5.Design assumes Ivan..are to be used M s non-connive environment, lr TRANS ID: LINK design loads be applied la any component. and are for•dry condition"of use. H.CompuTrue hes no control over end teatimes no responsibility for the S.Design eawmea MI bearing at al supporta atwxn.Shim or wedge If fabrication,handling,sNpment end inhibition of components. "`a"'" EXPIRES: 12/31/2016. T.Design sewmea adequateenboth Page lohmsded. August 10,2015 e.This design is haMsifed subject to mellmaeWm set forth by B.Plates that be baled do both facet ofwaa,and placed to their center TPAWICA In BCSI,copies orchid,vAA be furnished upon request, Ing coincide wanton abler lines. MITek USA,Inc.lCom Trus Software 7.6.8 1t.E 9.Digits Indicate she of plate In Inches. ( to.For basic connector plate design vdues sae ESR.131.ESA.'988(Weld : —•---..__�.__ .-_.. 26e-0. i ® CONFORMS TO DESIGN CONCEPT 4-0' 22-0 I ElCONFORMS TO DESIGN CONCEPT VAIN REVISIONS AS SHOWN • • • 0 NON-CONFORMING-REVISE AND RESUBMIT - �._ _. - - -....._. ....-. :•. POS CODE DRAIN HAS HEEL nEVIF3'd)FOR BO$PAL ESDSDIVAre WM TEE DESIOR r OCEPT EEL?iA5 DOES 101 MUTE THE --.... -.. .- - C3 FA ICATOR/YEiWP.OF EESEORSIOILITY FOR CaTFDAY�t/.'E WITH TSI ....- tam ra,anss AFS SPECTFICATIDDS ALL OF RICH HAYE RTTh*TT .. ... ....• 5 s EVER 1X15 S OP DRfSENO, ye Amid R.Soloson Dite:Jhew,26,2715 8:12 ti ga1Y V 1 T ENGINEERING INC — m C4 (4) m .. .> • t- a. n 3 M I- I- a o 2 4+ . T ii a.j w ..oRo tJ z z to �oj a co (1 6:12 to u, w25 - 0 c:10 tt .po. z C2 �� 2nzZ -gLel< m l . o Z 4. 2 � p� \ ' 0 ❑ ❑ a g,ct N cl o4 1 F�t,.aa 1 a ' yr e CD m t --- 1V-0y B3 m N \ ,\ 11.'• &N, 4 \ °3. 4 12 cA N to W / ✓il Fo I 2.0 j ®Copyright CompuTrus inc.2006 BUILDER ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 09/12/14 PLACEMENT1Rt wY1;o allo TR O V. PROJECT rim REVISION-1: FDGNREDORSARUTURAR 'Mg: M •-;'t 7-B NH KD INFORMATION.TOUTING um re . RESPONSCONDI CTION.WIL US5 L5: PSN: DRAWNBY.' REY1SloN-2 ro1RUSSCONNECT10N5.atm.DlNc ; " •�•' ` 7-B NH / B-NH CHECKED BY: RE�ROF O REo°10 iQ JJ ,' Cb + DESIGNS PRIOR TOCONSTRUCTION. DELIVERY SCALE: REVsioN3 . .. 0.11"-1' All designs are property of-Pacific Lumber and Truss.Ali designs are null and void if not fabricated by-Pacific Lumber and Truss. _ 26'0 I 22'-0" f 4'0 1 ® CONFORMS TO DESIGN CONCEPT 0 CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN 0 NON-CONFORMING-REVISE AND RESUBMIT idls me Mos NAS std gnus)fat cam CCRPDFPcS� K -- -- mm 1155(5S1 t OAUTT OILY li10 Dots INT Amer-bra ill • ---- —_— f rinicaDB.psocit 0 REOlFIGIfLitt FOR CAL9t51Ik * , e6Y DRssr NZ MECIFICATIOM ALL DF i1UOI ME PRIDRITI �_ rdiS lOOP ousall. R' 6:12 _ A:,nle R.S9J0 loll:JtwtN 26.2015 Ta m ENGINEERING INC ' Pt -, lii i --- w u z --- ---- - ----- - - ' ----- iX11 os �•� to J if SI irc:, 13 --_ , " — — as 13 == — DI w os �wocg v — — I u 'Z' w 8o"w -�- 6:12 i a I ; O z R i —� v us H t') K Y F—' __ O O1- E �Rt.�"- = C2(10) I e o O oc o ; X .Q iv. INv,zo go '.6-a , ooh �! l� ii, z -._ � z . -� m Bim Bilks 4 dr COL i`1T/I/ . 2 2 III1 I261.0' I e)Copyright CompuTrus Inc 2006 ISSUE DATE TRU ABOVE PROVIDED FOR SS BUILDER POLYGON NW 09/92/14 PLD" RTO TRUSS T� PROJECT TIME: REVISION-I: NDNGSFonALLFusm-ER poi, "• - ase—bitir INFORMATION.nURWNG 7-B NH KD REsvo�OF .. 1,," -PLAN: DRAWN SY.• REVISION-2 To muss cors eenoNs atesma Um b. , pEgIGNEifI@1GINEER oFRECORD To -�1 CVA.M.14 Y. 7-B NH / B-NH I CHECKED Br R AGNSPRID TOCONSIIUCI O! TR USS 'i..: . DEUVERYLOCATION: 'SCALE REVISION/: pESIGNS PRIOR TO CONsmUCTION .i 0.11"-1' AU designs are property of-Pacific Lumber and Truss.All designs are null and void If not fabricated by-Pacific Lumber and Truss. f ) IIIIIIIIIII I LUMBER SPECIFICATIONS TRUSS SPAN 18'• 0 2.Design checked far nett•6 osf—uplift at 24 'as soecino._I IC: 2x4 NODE U16BTR LOAD DURATION INCREASE= 1.16 DESIGN ASSUMES MOISTURE CONTENT ROES BC: 2x4 KDDF 6168TR SPACED 24.0' 0,0. NOT EXCEED 109 AT TIME OF MANUFACTURE. TC LATERAL SUPPORT(0 12'OC. VON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT c= 12'0C. URN, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF system and components and cladding criteria. 6L OH BOTTOM CHORD= 10.0 PSF Connector plate prefix designators: TOTAL LOAD= 42.0 POE Wind: 140 mphh=21,2ft, TCOLe4.2 BCDL=8.0 ASCE 7-10 C,CN C18,CN18 (or no prefix) =ConpuTrus, Inc (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), N,N26HS,M18HS,M16 =MiTek MT series LL e 25 PSF ground Snow (Pg) load duration factore1.6 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truth designed for wind soonl in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. { Gable and truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. '• AND BOTTOM CHORD LIVE LOADS ACT NON•COIICURRENTLY, Refer to ConpuTrus gable end detail for complete specifications. 33) 8-03-04 8-03-04 1212 6.00 G. ItM-4X4 Q 6.00 3 f WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A NN BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSSES) A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAIN ,nco BEATINVE TTO OTTEE HDNSEGTYOE TONATQAT.E LATERAL . v 4 m c 0 !� 0 0 o M-3x4 M-3x4 y 1-00 y 18.06.08 1-00 JOB NAME: POLYGON NW PLAN 7-B NH - Al Scale: 0.4672 d . '. ., /y�f WARNINGS: ...4, . .,.102�Il.PE • • GENERAL NOTES,unless otherwise notal: _ 1.Sunder and ems ion contractor should be advised of all General Notes 1.This design is based only Won the parameters shown end Is for an Individual and WorNngs before constmcdon commences. bulldog component.Applicability of design parameters and proper Truss: Al Incorporation ofcomponentis the responsibility of the building designer. 2.9t4 eemptaulen web bredn0 must be Installed where cMwn a. 2.Design assumes the top end bottom chords to be laterally braced at 3.Add@onat temporary bradng to Insure stability doting construction Y o.o.and et 10'a n.raspecbYelyvnlea braced throughout their length try "•• DES. BY: BS It me reaponsidityofine erector.Additional permanentbndng of cones sheathing such es pyweodsi ealhlnp(rC)erMrord ywai(a�. '':y.;' `i5Edpiq DATE: 9/12/2014 the overall structure is the responsibility ofthe building designer. 3.So Impact bridging or lateral bradng required where shown•+ •G 'Z! N 4.No load Should be applied to any coeWonenl until alter all Midrib end 4.Installation atoms Is the responefbllty of rho respective cuNndot .../6 `}�''` ,2-p +.. SEQ. : 6059056 fasteners aro complete end at no time should erry leads greater then a.DesgnassumestrussesaretobeusedInanon-oorrosiveemlronment ',f� 1'A •eiP. desgnbadsbeapplied toany component andaro(scary full eoarofuse. `✓!�; 1 �,V..-• ; TRANS FD: '08071 5.Compmmts has no control over end assumes no responsib6ty forthe e.Dnoedalea�sumoS too beating atan supports shown Shimonwedga It Rn�� fabrication,hendsng,shipment end Inatefetion of compononte. 7.Design assumes adequate drainage is provided. a,This design is furnished subject to the ganglions set forth by B.Metes shell be located on both tacos of truss,and placed so smelt anter 111111 11111111111 HI IIIIIlIIII11I TIBIIWrCA in SCSI,copies Of which will be fumiShed upon Re 6A fnciCompuTrfrsSORware7.8.6(IL)-Erogaestlines 10,For basiccooe with joint nnectorrplateesignvalues see ESR•131f,ESR•198 @pAlTep EXPIRES:1'2/3112015 9.Digits indicate size*Web In Inches. MINIM�II I��! This design prepared from computer input by ``' II ( ( PACIFIC LUMBER-BC I8C 2012 MAX MEMBER FORCES 4WR100FICq=1.00 LUMBER SPECIFICATIONSHOOTRUSS SPAN 1E'• 8.5' 1. 2.( O) 50 2- 8= •378 1540 3- 8=(-328 309 TO: 204 HOOF $16BTR LOAD DURATION INCREASE C 1.15 2. 3•`1.1751))) 477 8. 6=(.431, 1540 8- 4=(-121 934 BC: 2x4 HOOF S1ANTR SPACED 24.0. O.C. 3- 4•.1351 268 8- 5=(.326 308 WEBS: 2x4)(DEW STAND LOADING 4. 5=-1351 258 LL(25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF 5. 6. -1751) 502 IC LATERAL SUPPORT cc 12'OC. UDM. ++ 6- 7= 0) 50 BC LATERAL SUPPORT cc 12'OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0' 12.0' LL =25 P8F Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED 600 AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix efilyn.tCora LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'. 0.0' -125/ 809V -82/ 820 5.50' 1.29 KDOF 1 825 0,CN0CI8,CN18 (or no prefix) niesuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 18'- 6.5' -1251 809V 0/ OH 5.50' 1.29 ROOF 825 M,M20HS,M18N9, 16=M Tek MT seriec BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP (gQyD, 2yGesigD ^heaked far nett 5 oafl uplLft at 2a •Oc .cecina l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LLoLI240, TL=LI100 MAX LL DEFL= 0.002' 0 -1'- 0.0' Allowed a 0.100' MAX TL CREEP OEFL= -0.003' @ .1'. 0.0' Allowed= 0.133' MAX TLMCREEP DEFL= -0.141' 6 8'- 3.2' Allowed= 1.042' PAX LL°EFL a 0.002' 0 17'- 8.5' Allowed. 0.100' SAX IL CREEP DEFL= -0.003' @ 17'. 6.5' Allowed• 0.133' 8-03-04 8-03-04 MAX HORIZ. LL DEFL= 0.059' 0 16'• 1.0' 1• MAX HORIZ. IL DEFL a 0.091' @ 18'• 1.0' DESIGN ASSUMES MOISTURE CONTENT DOES 4-04-11 3-10-09 3-10-09 4-04-11 1' NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to wain windforce•resisting 12 M-4X6 Q 6.00 system and components and cladding criteria. 6.00 4.0' Wind: 140 mph h=21.2ft, TCDL=4.2,BCOL=8.4 ASCE 7.10 4 F,/ (All Heights), Enclosed Cat.2, Exp.II, MWFRS(D{r), f load duration factor=l.6, f Truss designed for wind loads in the plane of the truss only. M-1.5X3 M-1.5X3 co vg 4 M 5X8 o M-3x4 M-3x4 0 o 0 3.00 a- 12 9.00 12 12 i )- y ). )- 1-00 1-00 8-03-04 8.03-04 1-00 y J. J, 18-06-08 1-00 D PROF': , JOB NAME: POLYGON NW PLAN 7-B NH - A2 Seale: o.32oe y. WARMNOSt GENERAL NOTES,unless Minimise noted: Q' g2.OFE. 1". 1.Souder and erection contractorclan co be mencetsed of sO Generel Notes tdesigncoernt.oApp fabinty on a parameters ara pntparo(r end anndl prorppee�n Individual • Truss• A2 and Warnings mpress before br ring mu commences. buildinIncorporation of component A nent k the responsibility of the building designer. - - • 2 2;4 compression web bradng must be Instated when shown*. 2 Design assumes iho top and bottom chords to be laterally braced at / ',�, •••,' 3.AddIOonaitentporary bndng to insure alabt,ty during consWcgon Z'o.o.and et 10's o,taspo 6Vety unless braced lhroeghoutthsk length by /,•rm..:. - n. DES. BY: BS to UeroepoMihifly otIb.erector.Additional pemrnsntbncMw of oontnuous sheatNng such es plywood shestilg(TC)ondlordryw%e(8C). m• `�' DATE: 9/12/2014 the averse structure Is Bre responsibility of the bullding designer. 3.2r 1mpact bridging or latent bracing required where shown++ • Ay'O�E��N: `. 4.No load should be espied to any component until Mar on bracing and 4.tout,otos of hese la the responsibility ofthe respect.%contractor. 1:r 4/ •"; +�. :` SEQ. : 6059057 fasteners on complete and at no tlme should airy loath greater than S.and ere assumes u dry eatd6an'ye f to be seed In anon mnosNo environment. / .g 1...: 7.0 .'�.• s. doetgn bads be applied to artyr and assumes (11731:00:"... �y 6.Design assumes futbudng at eG suspects shown.Shim orwadpe if 1� �V TRANS ID: 408071 8 ;e'mwin.nandeengCeahlmnumntrol t and etuempo t,. 7. necessary. aea adequate*singe Is provided. ``� ''' ' 8.This design tre 8C9s wples ofwhlchee0 be furnished upon roqueet IL Plates shell Ines de etthated on both Mo.of twee,and placed en their tenter 1111111111111111111111111111111i1111111111 TPIANT AIn8ClCOpteeofuAMWObefur ished }E O.F�ogrlbaskwnnelgorpialedeaignvaNassesEBR1371,ESR-18t8gmTep E?R(RES:12151'/°201b • 11111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 TC: 224 KOPF 1/13BTR LOAD DURATION INCREASE =1.15 I. 2=( 0 50 2.10=-251) 92 10. 3= -12) 169 It BC: 2x4 MODE#I&BTR SPACED 24,0' O.C. 2- 3= 68 347 10.11= -255))) 90 3.11= • 184 WEBS: 2x4 ROOF STAND 3- 4=(-146 779 11 -12'(.882 251 4.11=•1146 248 LOADING 4- 5= -74) 220 12-13= -48 472 4-12' •95 806 TO LATERAL SUPPORT c' 12'0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6'( -85) 246 13. 8=(-241) 848 5-12= 361 143 BC LATERAL SUPPORT<= 12'OC. VON. DL ON BOTTOM CHORD= 10.0 PSF 0. 7=(((-566) 90 12- 5=( -765 194 TOTAL LOAD a 42.0 POE 7- 8=(-980) 274 6-13=11111( 0 450 EE OVERHANGS: 12.0' 12.0' 8- 9= 0) 50 13- 7°) -348) 219 6.1.5x4 or equal at non-structural LL=25 PSF Ground Snow (Pg) vertical members (von). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA Connector plate deli motors: REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.18, (SPECIES) Conner 8,CN18 ((or prefixno desiy} =ors: rus, Inc 0'• 0.0' -61/ 213V •135/ 135H 119.00' 0.34 KDDF ( 825 0,06 ClB,C818,1(or n Wok xT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 6'• 1.0' -72/ 109V 0/ OH 119,00' 0.17 KDDF 625) AND BOTTOM CHORD LIVE LOADS ACT NON.CONCURRENTLY. 9'- 11,0' -231/ 1605V 0/ OH 119.00' 2.67 KODF ( 625 26'- 0.0' •109/ 613V 0/ OH 5,50' 0.98 KODF ( 625• j Refer to CompuTrus standard gable end detail for complete (0060. 2: Design checked for net(-5 naf) Uplift at 24 '0c 0iE02 ne I specifications. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.002. 0 -1'• 0,0' Allowed= 0.100' MAX TL CREEP DEFL= -0.003' @ •1'• 0.0' Allowed= 0,133' MAX Ll DEFL a -0.036' @ 21'- 8.1' Allowed= 0,781' 13-00 MAX TL CREEP DEFL= -0.065' @ 17'• 8.8' Allowed= 1.042' 13-00 MAX LL DEFL= 0,002' 0 27'; 0.0' Allowed= 0.100' ,r 15-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX TL CREEP DEFL' •0.003' @ 27'• 0,0' Allowed= 0.133' MAX HORIZ. LL DEFL= 0.021' @ 25'- 6.5' MAX HORIZ. TL DEFL= 0.034' 0 25'- 6.5' M-3X5 IM-4x4 DESIGN ASSUMES MOISTURE CONTENT DOES 12 M-1,5x4 544XeM-3x5 NOT EXCEED 19k AT TINE OF MANUFACTURE. 8.00 M-3x5 1 12 Design conforms to main windforce-resisting M-3X4 h1-1.5X4 'S16.00 system and components and cladding oriterie. M 3x5 e Wind: 140 mph, h=22.4ft, TCDL-4.2,BCDL=6,0, ASCE 7.10 M 3x4 (All Heghts), Enclosed Cat.2, Exp,B, MWFRS(D!r), load duration factor=1.e VI Truss designed for wind loads 0 M•3x6 in the plane of the truss only. e.e. V M-1.5x3 M-2.6x4 or equal at non-structural diagonal inlets. co Truss designed for 4x22proutlookers. 2x4 let-insi ,-- r- 13�- of the Ione nice and ht fgradeit at aseastructural h end of let 4n, c) M-5X8 M-3x4 outlookers must be cut with care and era m permissible at inlet board areas only. 12 0 o'-•'1," c -, -4 ri M-3x8 o 0 M-1105x3 11 , o M-3x4 M-5x10 - t13,00 3.0ot . 12 12 y I' 1- /- y 1 9-11 3-01 4-08-12 8-03-04 J• J. y y yy 1-00 9-11 7-09-12 8-03-04 1-00 • 1-00 26-00 J. kiliJOB NAME: POLYGON NW PLAN 7-B NH - B1 Scale: 0,2140 ' ' ��:ruRFp[�s's•. WARNINGS: • GENERAL NOTES,unless aerate.noted: .fir nr•�r.��•�rrr��' I' ••'vim: 1,Rudder and erection contractor should be advised of ea General Notes 1.This design la based only upon the ammonite shown and Is for an Individual ^7G �/pl; r•''. Truss: 81 and Warnings before amtruoion commences. budding component App8oatxmy of design parameters and proper 2.2a4 compression web bredng mustbo lonleled whore shown 4. incorporation of component Is the Seaspoonaility oft he building designer. : 3.Additional temporary bracing fo insure stably during construction 2.Design assumes the top and bottom dtorda tole lateral]braced at ' • DES. BY: BS b the respemibidy of the erector•Additional permanent bredng of 2'°.c.and at 10'o.c.respectively unless braced throughout lhelr length by DATE: 9 BS 2014 lb.owrelswcturaromo res or,Ad of el boldin dee mar. continuous sheathing such as pywaodeheaWap(TC)end/ordrywan(BC). �r P y g b 3.2v Impact bridging or lateral brodng requbad where shown e♦ L�'•' 4.No load should be rippled to any component until alter bradrry and 4.Inate99a0on°SIMS Is the resporal y of the monitors contractor, . ..-.7" : C c ..'. SEQ, : 6059058 fasteners ars complete and el no time should any baaagreaGrthan S.Daslgnsaumes tnrcsee ere to be used is men-corrwNaemlronmeM, ,�'i �J"pp s� %�. design loads be applied to any component, and an for^dry condition*of use. • ';/. .. .+ •tj; TRANS I D: 408071 5.CompuTtus has no control over and assumes no reaporroiN6y for the S.Oestgn assumes Nn bearing et an supports shown.Shim or wedge If :••Q: 14.'� ..•.4. ,• fabrication,handling,shipment and Installation of components. necessary. . 1 0.TM'design Is furnished subject to the andadono oat forth7.Design caul be l caaaduono born Cocoadrainagas Ohms. '•"1 ..R`;�.. 11111011 1 II 111111 11E 11 bby 8.OPlates ne;cahe0 be beefed on both of Ila,and placed as Choir anter TPIANTCA In 8C61,copies of which will be(=Mod upon nquosl, ams colnddo with jointcentertine. MITek USA IfIcJCompuTru9 So(lware 7.8.6(1L)•E 10.Forbaddecon ate else pfelatdmbn values see ESR-1311,ESR-1888(PATOp • EXPIRES:12/3112015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC • TRUSS SPAN 28'- 0.0' IBC 2012 MAX MEMBER FORCES 4YIR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE= 1,15 1. 2=( 0) 50 2.10=(-247) 1694 10. 3= 0)))) 228 TC: 2x4 HOOF 91&eTR SPACED 24,0' 0.0. 2- 3.(-1886 381 10.11=1.249) 1591 3.11= -378I 107 WE: 2x4 HOOF S1ANDR 3. 4=(-1470 369 11.12=(•171 1308 4-11= .85 76 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1343 962 12.13=(( 436 2828 4.12= -183) 151 LL( 25.0)4DL( 7.0) ON TOP CHORD= 32.0 PSF 5. 8=(-1388) 348 13. 8=(-616 2784 5-12= -207)) 953 TC LATERAL SUPPORT<e 12'OC. VON. DL ON BOTTOM CHORD a 10,0 PSF 6. 7=(-2946)) 590 12. 8= -1728 395 BC LATERAL SUPPORT<=12'OC, VON. TOTAL LOAD a 42.0 PSF 77. 88=(-31457155 19-13 ( -191) 1428 OVERHANGS: 12,0' 12.0' LL=25 PSF Ground Snow (Pg) l 0) Connector plate prefix designators: BEARING MAX VERT MAX HORZ MI6 BRO AREA C,CN c18,CN18 (or no prefix) =ConpuTras, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE REQUIRED(SPECIES' g,M25HS,M18HS,M16 =N Tek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' •179/ 1208V -134/ 134H 5.50' 1,93 HOOF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 26'- 0.0' .179/ 1206V Of OH 5.50' 1.93 KODF ( 6251 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, IcoNG 2 Oesion checked for nett o f1 tollft at 2a 'ac soacine I VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 • MAX LL DEFL= 0.002' 0 -1'• 0.0' Allowed= 0.100' MAX TL CREEP DEFL= -0.003' 0 •1'. 0.0' Allowed a 0.133' MAX IL DEFL= -0,170' @ 17'- 8.8' Allowed= 1,254' MAX TL CREEP DEFL= -0.335' @ 17'• 8.8' Allowed= 1.872' MAX LL DEFL= 0.002' @ 27'- 0.0' Allowed= 0.100' • MAX TL CREEP OEFL= .0.003' @ 27'- 0.0' Allowed= 0,133' 13-00 13-00 MAX HORIZ. LL DEFL a 0.096' 0 25'- 6.5' 5.02.12 4-08-04 3-01 T 4-07 T 4-00-05 T MAX HORIZ . TL DEFL a 0,162' @ 25'- 6.5' 4-04-11 T DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 M-4x6 '718,00 Design conforms to main windforce-resisting 6.0017' 4a system and components and cladding criteria, • 5 Wind: 140 mph, h=22.4ft, TCOL=4.2,BCDL=11.0, ASCE 7.10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Oir), M-3X4 load duration factor=1.A 4 Trues designed for wind loads M•3X6 in the plane of the truss only. o0 M-3X4 14-1.5)(3 csi ee 13 of ,,- 411111* � M-5x8 =M-4x4 0 ..- w t2 .. a M-3x10 0 -*�f c t 10 /1 , I; f 8-3X4 M-1.5X3 M-5x10 0 a 3.00 3.00 et.- 12 12 y 5-01 y 4-10 b 3-01 y 4-08-12 y 8-03-04 1-00 9-11 7-09-12 8-03-04 1-00 J. } 26-00 1-00 1 too POLYGON NW PLAN 7-B NH - B2 Scale: 0,2140 C\ •. 9 u E i., 0 . JOB NAME: �1 1z1- . WARNINGS: GENERAL NOTES,unless otherehenoted: ' • g•2�•PE t 1.Guilder and merlon contractorahoutd be adateed of all General Notes 1•Wgdpgdesign nto based d. J. 1the IndividualTruss: end Warnings before construction commences. component l fa the f deomidapan of the bandnp designer. 2.2:4 compression web Uredrg tram be IrMefed where shown•. 2.Design apunlas the top end bottom chords to be laterally braced at d ':e{r, •.,'�' 3.Additional temporary bracing to Insure duNly during construction To.e and et tGno.respectively unison braced threuphoutthdrlengthtry .�r�r.+,,: .• ' DES, BY' BS is the reap° ay of the erector.Addifonal permanent bracing of con5mrovashea'Nng eechatpiunless eaacdthroghouttdrytwnBC). - ..O �• DATE: 9/12/2014 the overall strudure is the respondbdty of the building designer. 3.2c Impact bridging or Metal bracing required where shown e 9' •• 'OR GONt �G!' ' 4.No load should be ennead to airy component until after an bracing and 4.Installation of truss le the responsibility of the respective contractor. • .Z„ �,1 - . SEQ. : 6059059 festenere aro complete and et rte Bmoshout any bads greater then 5.Oaten assumes trusses are to be used in a nencotmsNa environment, '•/ �,Y_•..• i�)' .. design loads be aped to any component and em for-dry eonditlon'of arse. 0; 1,'4'• K�: TRANS I D: 408071 5.Comp fTrua has no control over and assumes no reeponaRllry for the tL Dwimn assumes Nil bearing at an sappers Awn'shbnor wedge if V r' tebdcaeon,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is prodded. ,. 6.Tits dellen Is furnished subject to the ardtadons net forth by a.Plates thee be located on both faces atruss•end plated eo theb center ished upon 1111111 lI I 11111 II��11111 111111 IIII I� Ell MITek USA,lnciCompuTrus Software 7In 8C51.cophrs of which*A be '6.6(i L)-E request. 10.Four binto aslo connectorndde plot desigvaluesesee ESR-1311•ESR 1985 03110k) 1QCP.[RES:12/3112015 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/C =1.00 TC: 2x4 KDDF*115878 LOAD DURATION INCREASE= 1.15 1- 2=(( 0 50 2- 8=( 27011)1 1528 3. 8= -383 258 BC: 2x4 KDDF H13BTR SPACED 24.0' O.C. 2- 3=(-1813) 396 8. 9=(-124) 1001 8. 4= •128 688 WEBS: 2x4 KODF STAND 3- 4= -1690) 399 9- 6=(-298 1628 4- 4= -128 838 LOADING 4. 5=(-1590 399 8- 5=(-383 258 TO LATERAL SUPPORT S=12'0C. MON. LL( 25.0)+01 7.0) ON TOP CHORD= 32,0 PSF 5- 6=(-1813) 998 • BC LATERAL SUPPORT 4e 12'OC. VON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0' 12.0' LL=25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ ORO REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE 8Q.IH. (SPECIES) C,CN,CI8,CN18 (or no prefix) CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'• 0.0' -179/ 1208Y .134/ 134H 5.50' 1.93 KODF ( 625) 1020HS,MISHS,1118=MLTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IOC 2012. 26'. 0.0' -179/ 1206V 0/ OH 5.50' 1.93 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 1,1 ' I: .1 I , , I' - _ ' I. VERTICAL DEFLECTION LIMITS: 11=1/240, TL.L/180 MAX LL DEFL= 0.002' @ -1'- 0.0' Allowed= 0.100' MAX Tl CREEP DEFL=-0.003' @ -1'- 0.0' Allowed= 0.133' MAX LL DEFL=-0.063' @ 17'• 1.8' Allowed= 1.254' MAX TL CREEP DEFL= -0,127' @ 17'- 1.8' Allowed= 1.672' MAX LL DEFL= 0.002' 8 27'- 0.0' Allowed= 0.100' MAX TL CREEP DEFL= •0.003' 8 27'• 0.0' Allowed= 0,133' MAX HORIZ. LL DEFL= 0.026' @ 25'. 6.5' MAX HORIZ. TL DEFL= 0.043' @ 25'- 6.5' 1' 13-00 1' 13-00 1' DESIGN ASSUMES MOISTURE CONTENT OCES 8-09-04 6.02-12 6-02.12 6-09-04 HOT EXCEED 19%AT TIME OF MANUFACTURE. I. 1 f T Design conforms to Rain windforce-resisting 72 12 system and components and cladding criteria. 6.0017" M-4X6 'Cl 6.00 4.0' Wind: 140 mph h=22.4ft, TC0L=4.2,BCDL=6,0, ASCE 7.10 q ,.0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Olr), ..- oad duration factor=l. if Truss designed for wind loads in the plane of the truss only. ID M-1.5x3 M-1.5X3 0 v; M 07 a a o M-3x4 M-3x4 M-3x4 M-3x411 c M-3x5(8) y • l l y 8-10-03 8-03-11 8-10-03 10-00 16-00 ), y 1-00 26-00 1-00 Quo:.RR Op.4. .. JOB NAME: POLYGON NW PLAN 7-8 NH - B3 5 ) �... . Scale: 0.2199 (c (�7 ' -. il WARNINGS: GENERAL NOTES,unless otherwise noted: ��{{Sry rt1�c h? 1.Builder and erection contractor should be adyfsed of ea General Notes 1.This design Is based only upon the parameters shown and Is for an Indeldusl a7.G V r"Lcl- Truss: B3 and Warnings before construction commences. bullring component AppllcebSly of design paramoten end proper 2.2x4 comprosslon web bmdng must be Installed where shown.. Incorporation of component is the rasponslbHM of the building designer. 3.Addition,'tamporery',redo°to Insure atabiRy during construction 2.Design assumes tiro lop and bottom chorda lobo lalerelly',reced at DES• BY: BS is the rem Rel pe 7 o.c.and at 17 o.o.respectively unless braced throughout their length W '`•, " �. �_ m bialy of ender.Addd000t mlonentbrodag of conanueu=sheathing such as plywood she endtordryvmn(BC). �'" •` DATE: 9/12/2014 the enateti structure la the responslbaay of the building designer. 3.Sc impact bddplr0 or latent bracing required whore shown.. 4.No toad should be rippled to any component unlit atter all bracing and 4.Installation of tame Is the responsltlfrry of the respective contractor. .'Y?' 'OSE0Q11 Ni:',` f(%"• SEQ. : 6059060 fasteners aro compiote and alma Bme should any loads greater than 5.Design assumes busses ere to be used In a non•concet°environment, Z`"'if' • dasl n loads be applied to end an for A condition'of use. �I TRANS ID: 408071 ° oc anycomponent.ass ret 0.Destan assumes bearing et ea supporta shown Shim of eU 14 'rZ� '' +' 5.CompuTrea has no control over and assumes no responddaly for thea �' ta6ticotion,hand8ng,shipment maid InstaRedon of components. necessary. 'Q�: 7.Deslgn assumes adequate drainage N prodded. ; `y„�:.' II�II� IIII�I�I�III�I�I�1�I III�I I�I II�� 6.This design le furnished psubleet to the Imitations set forth by B.Pietas shell be locateds on both facet elms,and placed so(hob center • TPWYrCA M SCSI,copies of which will be(crabbed upon request Inca coincide with foistcanterfoes. MITekU$A,inc/C-con uTrusSoHwar07.8,8(1L)-E IO.FForbasicconnectorpistedibc inches. aeoEBR-1311•ESR-198801111910 EX P.I R E5:12/3'172015 1lII1III1I�� This design prepared from computer input by PACIFIC LUMBER-BC t I TRUSS SPAN 26'- 0.0' INC 2012 NAX MEMBER FORCES 4Rn/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE=1.15 1- 2= 0 50 2- 8=((•251 1275 8- 3=( 0) 232 TC: 2x4 KDDF R1&BTR; SPACED 24.0' O.C. 2-3=•1524 377 8. 9-(-253 1272 3- 9= .448) 135 2x4 ROOF 81&BTR T2 3. 4= -1064 360 9.10=(-262 1212 9. 4= -87) 535 SC: 2x4 KDDF S1ANDR LOADING 4. 5= 0 0 10.11=(-261 1213 9. 6= -391) 187 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4. 6= -1043 332 6.10= 0) 201 OL OH BOTTOM CHORD= 10.0 PSF 6.11= .1450 382 IC LATERAL SUPPORT<= 12'0C. UON. BC LATERAL SUPPORT<= 12'OC. UON. TOTAL LOAD= 42.0 PSF 43. 7= .846 181 __7..3____==sa,aa=na=„ Ll=25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BOG REQUIRED BIM AREA NOTE: 2T4 BRACING AT O'OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE 80.IH. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED0'- 0.0' -1871 1048V -97/ 1020 5.50' 1.68 ROOF 625 ====es:==== a===aa,aaaa=====, REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 21'- 6.6' -92/ 683V 0/ OH 53.50' 1.09 ROOF 625 OVERHANGS: 12.0' 0.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 26'- 0.0' •149/ 286V O/ OH 53.50' 0.48 KDDF 625 AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. p4 'oc soacind.l M-1.5x4 or equal at non-structural so vertical members (non). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix desi nators: MAX LL DEFL= 0.002' @ -1'. 0.0' Allowed= 0.100' C,CN,C18,CH18 (or no prefix 9) =CompuTrus, Inc Refer to CompuTrus standard MAX TL CREEP DEFL= -0.003' 0 -1'- 0.0' Allowed= 0.133' M,O20HS,M18HS,U16 =MiTek MT series gable end detail for complete MAX LL DEFL= -0,041' @ it'- 0.0' Allowed= 1.054' • specifications. MAX TL CREEP DEFL= -0.089' 0 11'• 0.0' Allowed= 1.408' MAX H0RI2. LL OEFL= 0.020' 0 21'- 11.5' MAX HORIZ. TL DEFL= 0.034' @ 21'- 11.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 13-00 Design conforms to main windforce-resisting 13-00 T I system and components and cladding criteria. 5-11 5-01 2-00 3-01 9-11 ,(Wind: 140 mph h=22.4ft, TCDL=4.2,BCOL=6.0 ASCE 7-10 1' T 5 =13-4x4+ 12'' (All Heights), Enclosed Gat.2, Exp.B, MWPTlO(Dir), load 12 ';7)6.00 TTrussduration designedfforewindsboada ~ 6.00 M-4X6- in the plane of the truss only. y, , M-3x4 o M-3x4 + O 1pillpo... m h1-3X4 + + M-3x4+ M O O - - B •• O �`' Q• '/ 10 I1 y �`• O * 8 O O M-3x4 M-1.5x3 6 0.25' M-1.5x3 M-5X8(5) 5-09-04 5-02-12 5-02-12 5-03-12 4-05-08 y y Y y 26-00 1-00 1-00 tip PROF: JOB NAME: POLYGON NW PLAN 7-B NH - B4 Scale: 0.2436 .: . " s'Q WARNINGS: GENERAL NOTES,unless otewdse noted: "' Zia 1.Builder and erection contractor should be edutsed of ell Genorel Notes 1.Thal dedgn Is based only upon the parameters shown and L for en Individual - building component AppewbAdy of design porsmetem end proper er • a ••��'E Truss: 64 andcompressonwe brednoonstrucdon tbmmsnces, Incorporation of component Is the responddttyofUtebuNSm9d Ign J '•_, 2.Zx4 compression web raring must bo Installed where shover•. 2.Design assumes the top and bottom chords to be laterally braced et •.450 �'."•, • 3.Additional fernponry bradng to Insure stobllty during a mstnWon 2'a n.and et l7 o.G rospedNely unless brOWod throughout their lonyyth by :f•'�!" '' •, •• . DES. BY' BS Low responsibility of Sur*motor.Addrovnalparmensrdtmdrq or continuous sheathing such es plywood aheatNng(1C)afdbrdrtwall(BC). .. . ..e. jy � • DATE: 9/12/2014 the Wena structure N fere reapondbimy of the buibang deslyuar. 3.2x Impact bridging or lateral bradng nattered where shown 4 - rt•E,•. y �' 4.No bad should Cr.weed to any component until after all bradng end 4.Inotseation of truss L the responattaly of the resprays contractor. �•'/� • • - .. 'e' SEQ. : 6059061 fasteners an complete and also ams should any loads greater than 5.Dodgn assumes busses sre to be'mod In a non•corrosie environment, ^ .�;jv ' , ,: • design beds be applied to any cortponenL and are for'dry condman-dose. :v:'•. 14• t;:' e.and assume;NU bearing et dl supporta shown.Chin or wedge If /� �; TRANS ID: 408071 S.CompuTadsbeaowdtoany oand mponeumeenonaponem6dyforlhe necessary. Ll'`a{�)��%' fabrication.handling,oilmen!and Inoisllallon of components. 7.Dodgn assumes adogesto drakµge is provided. {f1f I�II111 I i/1I/1 I{ I II'' IppIN11 1111 6.TPTPUWrCAtn CSI Ds design le furnished s of�whldtwlabo to the lanssot d upon request. H.Pieeasshal o located inn centerboth loss.of buss.and placid so their center 1141 EllMIII 1111111111 II�41I III MTek USA,IncJComptiTn,s Software 7.8.6(IL)•Z O.Foribasio connecctor plate Opiate ssee EnR•1311.E9R•1968(Weld EXPIRES:12/3112015 ......_..1........_................. ........_........................,............ ... ........... . I��III�I�I�II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' ICOHD. 2: Desitin checked far nett.S osfl u ilt at 24 a ins I 1 TC: 204 KOOF Vi&eTR LOAD DURATION INCREASE= 1.15 Rl QST g S—i BC: 2x4 DF s1&BTR• SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES 2x4 KDDF 81&BTR 81 NOT EXCEED 1S%AT TIME OF MANUFACTURE. ING TC LATERAL SUPPORT<= 12.0C. CON. LL( 25.0)4DL 7.0)LONOTOP CHORD= 32.0 PSF Design conforms to main windforco-resisting BC LATERAL SUPPORT<= 12'0C. VON. DL ON BOTTOM CHORD= 10.0 PSF system and components and cladding criteria. TOTAL LOAD= 42.0 PSF Wind: 140mph, h=15ft 7COL=4.2 BCDL=6.0, ASCE 7.10, Connector plate prefix efilpnatCoo (All Heights), inclosed, vtet,2, Exp.B, MYffAS(Dlr), C,CN,Ct8,CN18 (or no prefix) CanpuTrus, inc LL=25 PSF Ground Snow (Pg) M,M2OHS,M18HS, 16=MiTek M series load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • in the plane of the truss only, BOTTOM CHORD CHECKED FOR tOPSf LIVE LOAD. TOP Gable end truss on continuous bearing wall DOM. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CanpuTrus gable end detail for 11-00 complete apecifioations. T. 11-00 12 HM-4X4 12 6.00�- 3 d 6,00 N� 0 O ' p di 111111 111 1.1111.11 IIIIIIM111.1111 I 31 11111.11111.111M .1111111.1.111111 M 14-11M-3x5(3) M-3x4 M-3x4 1' y 12-00 10-00 y 1-00 y 22.00 yy 1-00 JOB NAME: POLYGON NW PLAN 7-B NH - C1 • •PROEts. Scale: 0.3891 5 I14e �� • WARNINGS: GENERAL NOTES,unless outsrwlse noted; 'tZr "r ' 1.eulWor and erection contractor should be advised of all General Nolan 1.This design Is based any upon the'ammeters'ammetersshown end Is for an Individual � � -'c hnr�7G,0ft•,E Truss: Cl and Warnings before consWct on commonces. building component.Apr/Sabah,of design peramefors and proper 2.2c4 oompresslon won bracing must be Installed whore shown 4. Incorporation of component]:the reeponddny of the building designer. " 3.Additional tem 2.Design assumes the topend bosom chords lobe laterally braced at - -.. temporary bracing to Insure stabley during construction NY , DES. BY: BS a the rosporslaat WIN,motor.Additional pernenembradrg of c o.o,end at 1G as respedNoty unless braced throughout their length by •1,� • continuous sheath Ig such a plywood ahradeng(r a and/or drywallSC. J DATE: 9/12/2014 the ovorsa sWctuee N ON ospondbmty onus balding designer. a.2a Impact hedging or lateral bredna required where shown•* a' � 4.No Nod aro d be ed to any component until seer ell brining and 4.Installation of Inns Is Na nsponsIblitymaid fastenerscomplete In a noncorrosive environment. Z•- �! ;14,/' design toads be applied to any component- 5. aro for'dry condition*er use. •'•;/ '1 Q. _ TRANS ID: 408071 S,c«nptrinrs hes no control ovefand assumes no seapensibiey for the O.Design assumes full bowing at an supped,shown.Shim or wedge If • �: t4 •2 •p `: necooaary. /�Ij .�1' febdcatlon,hendOng shipment and Installation of components. 7.Desi n assumes'dogtrots drainage b ed, "• 'L O.This design Is furnished subject to tho RMtanana set forth by L Plates shell be located on both hoes of truss,and placed no their center ` •R`'� - - IIIII�1101IMItill1111111111101111111111 MITek USA,1 COA In ampuTnlsSoM,2fe766(,t.coples of which will be furnished EnragasaL , es. o coincidewith aPjoipinto vew�see E9R-1311.ENR.taae�,,fak, EXPIRES:12/31/2015 . .. . . by 1011111This design prepared from computer input 1011111PACIFIC LUMBER-BC II TRUSS SPAN 22'- 0.0' IBC 2012 VAX MEMBER FORCES 4WRIODF!Cq=1,00 LUMBER: SPECIFICATIONS LOAD DURATION INCREASE=1.15 1. 2= O) 50 2. 8.(-224) 1261 3- 8=.311 220 TC: 2x4 KDDF Y13BTR SPACED 24,0' O.C. 2- 3= -1504) 335 8. 9=(-103; 834 8- 4= -111 492 WEBS:E1 2x4 KDDF SIANDR 3. 4= -1318) 338 9- 6=(•253) 1261 4- 9= •111) 492 4. 5= -1318) 338 9- 5. -311) 220 2x4 KDDF STAND LOAOINO 5- 6= •150411 335 TO LATERAL SUPPORT<= 12'0C. UON. LL( 25.0)+OL(L 7.0) BOTTOM CHORD= 10.0 PSF 6- 6=, 0 50 BC LATERAL SUPPORT<=12'OC. VON. U0 TOTAL LOAD= 42.0 PSF OVERHANGS: 12,0' 12.0' LL- 25 PSF Ground Snow (Pp) BEARING MAX VERT MAX N08Z BR8 REQUIRED BOG AREA Connector plate prefix designators: LIMITED STORAGE ODES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -1191 1038V -109! 109H 5.50' 1.66 ROOF ( 626 ) 0,82888,1816 (16 no prefix=riesuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'• 0.0' •119/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625 ) M,M28H8,M18NS, 18=NiTeK M series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (rnwn 2 Design cnecnaa far nett 5 oafl dolitt at 24 'oc soacine.t ) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: 11=1/240, TL=L1180 MAX LL DEFL= 0.002' @ -1'- 0.0' Allowed= 0,100' MAX 7LELL DEFL=-0.043' @ 14'• 5,B' AlloweAllowed 0.133' MAX 1.054' MAX TLCRE LI DEFL= 0.002' @ 23'- 0.0' Allowed= 0 MAX .100' MAX TL CREEP DEFL= •0.003'@ 23'- 0.0' Allowed= 0.133' MAX HORIZ. LL DEFL= 0.018' @ 21'. 6.5' MAX HORIZ. TL DEFL= 0.030' @ 21'• 6.5' 11-00 11-00 1' DESIGN ASSUMES MOISTURE CONTENT DOES I. 5-09-04 NOT EXCEED 19%AT TIME OF MANUFACTURE. 5 012 5-02 12 5-02-12 12 T 1 Design oontarms to Hain windtorce-resisting ( .f f system and components and cladding criteria. 12 6.00 17- M 4x6 Q B,00 Wind: 140 mphh=15tt, TCDL=4.2,BCDL=6,0, ASCE 7-10, 4 4 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), Load duration factor=1.� ii! in thedpianeaoffthewtrussoonly. 0, M•1.5x3 !d-1.5x3 0 O \ , b C7 '(t7 m O v _! 8' 111I- o M 3x4 M-3x4 M-3x4 M-3x5(S) M-3x4 3' y 7-06-03 y 6-11-11 y 7-06-03 3.3. 10-00 y 12-00 Jr y Jr y 22-00 1.00 1-00 P. PR.0.P.$ JOB NAME: POLYGON NW PLAN 7-B NH - C2 Beale: D.2566 '�.. P • WARNINGS; GENERAL NOTES,unless otherwise noted: •9OPE 1.Budder end enation contractor should be advised of all General Notes 1.thisbuildeing IMmsbbaaseedd only n uupao parameters parameterssham end d Is for a individual Truss: �i2 and Warnings obeforenwe bredng u t be Insis os Insorporetion of component Is the respomttdhty of the building desiansr. 2.2s4 compresslonwab iwocing must W IrMeeod whore strewn+. be Merely braced at "•,aP.l :,; .;,•::.: 2.Design saunas the top and bottom clwrds b lob 3.Additional temporary bracing to insure staMGry during construction7 0.0.end al t V me.respectively unless traced throughout thelrle Ih M . ., �,• DES. BY: BS w Ore reaponslMly of the ared(tr.AddlUonal permanent bracing of andlor drywall - pa 2'co.e d al 10 me.r ueh es*mod raced RL`) �• pF( G!DN:. t • DATE: 9/12/2014 the moral structure Is the responsibility(tithe building designer. 1.2x knead bridging or lateral bracing required where shown++ ?=Y �}�� . 4.No load should be tippled to arty component un%after all tracing and 4.Installation oldust Is the resporelNlRy otthe respective contractor. :.7 "•v/.'., ' •0�.; SEQ. : 6059063 fasteners aro complete end at no lime should any loads greater than 5.Design assumes trusses are to be used In a non•enosOe enfironmerrt '4.,<C)::'1y : and ore for"drysondieon'of use. 1'4•'x. ' ' TRANS ID: 408071 dodges loads be nopcon to any r and assumes 8.Design assumes fug bearing at eft supports shown.Shim of wedge h :. • p V 1:K.. S.CompuTmshes wnboanyco component no responsibility(raids nonesary. n ,�� ' fabrication.handling,shipment and InatolaUon of components. 7.Design assumes adequate drainage Is prodded. S.This design Is furnished subject to the Irritations set forth by 8.Plates shelf be with John locatedonboth feces of truss,end placed so their center 111111111111111111111111111 h1T� SA,I WWTCA In SCSI, cmpsof%MAOwill vfare7.6.6(10-Erequesl V tines coip Ma ore aplatodagnwelvoatoe ESR-1371,ESt21g88gdRe10 EXP:fRES:12131/E015 .. .. .. 11111111 11 This design prepared from computer input by > PACIFIC LUMBER-BC i • LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' Icoca. 2• ealgn checked for net!-5 alp I uplift at 24 •oc epecine.) TO; 2x4 KDDF M18BTR LOAD DURATION INCREASE= 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF 81&BTR SPACED 24.0. O.C. NOT EXCEED Ma AT TIME OF MANUFACTURE. TC LATERAL SUPPORT<0 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT<a 12'00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD a 10.0 PSF Connector plate prefix designators: TOTAL LOAD a 42.0 POE Wind: 140 mph h015ft TCDL=4.2 BCOLo8.0, ASCE 7.10, C,CN,CI8,C818 (or no prefix) =CompuTrus, Inc (All Heights), Enclosed tat.2, Exp.B, MWFRS(Dir), M,M20H8,M18HS,M18 =VITek Mseries LL a 25 PSF Ground Snow (Pg) load duration factor=1.8 Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall U011. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M.112 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 11-00 11-00 complete specifications. I 12 12 IIM-4x4 6.00[7 3 d 6.00 h I: { O O al { Cti 000 4 M '��`` a M-3x5(S) o I M-3x4 M-3x4 y 12-00 y y 10-00 y ), y 1-00 22-00 1-00 JOB NAME: POLYGON NW PLAN 7-B NH - C3 Scale; 0.3675 � 0'.' • WARNINGS: GENERAL NOTES,unless otherwise noted: ' •.9 ,O�1PE 2.� 1.Builder and erection contractor should be advised of all General Notes 1.Tits design la based only upon the parameters shown end Is for an individual °� °�2oVpE Truss: C3 and Warnings before construction commences, bulking component.Appaabaly of design parameters and proper • ® - 2.2r4 compression web bredng must be Installed where sheen.. Incorporation ofcomponent is the responsibllty of'ha building designer. • • 2.Design assumes the top end bottom Mohs to be laterally brood at 3.Additional temporary bracing to Insure steeply dudng construction DES. BY: BSNthe responsibility or the eraser.Additional permanonl bracing o.e.and 41 10'0.0.respedMey unless braced throughout their length a! continuous sheathing such as plywood aheatitng(TC)andrordryvrall(BC) DATE: 9/12/2014 the ovann structure to the responaiday dam building designer. 3.21 Impact bridging or lateral bradop required where shown.a- 4. 4.No load should be append to any component until after all teeing and 4.Installation Draws is the responsl�tly of the respective contractor. `y:;'.�•Y'ORE. !I: !C/' SEQ. : 6059064 rastenom aro complete end at no ems should any bads greater then 5.Design assumes losses are to he used In a noncorrosive environment. •r' . '. N A. design bads be tippled to any component. end are isr'dry condi0on'of use. 1 '•4•ezp- '-4', • TRANS I D: 4080715.CompJTroa hes no control over and assumes no roepondbBRy forth° 8.Design assumes Poll tossing ate.copperas shown.Shim or wedge If 1 fabrication.handing,shipment and hntallWon of components. 7.Desi�umes adequate drainage Is pProvided. ', ./14r . 1.X.. 8.This design la furnished subject to the imitations set forth by 8.Plates shall be located on both faces oltruss,and placed so their center -• "• MIN III 1IIIIIIII1IMIIIIIIIIII` MITek SAnBCSI,Copies of which will Do InciCompuTrunSoHw Software Ennquaet 1er Ines. 90.Ines Forbsicacormectof rp!elde with joint edtesignvolumecoo ESR-1311,OUR-1988(WgTeq EXP.IRE5:12k31/2015 • This design prepared from computer input by 111111111111PACIFIC LUMBER-BC LUMBER TRUSS SPAN 22'• 0,0' IBC 2012 MAX MEMBER FORCES 4198/UDF/Cq=1.00 SPECIFICATIONS LOAD DURATION INCREASE= 1.15 1. 2=( 0) 50 2- 8=( 224 1261 3- 8= 311) 220 TC: 2x4 HOOF N13BTR SPACED 24.0. 0.0. 2- 3=(((-1604) 335 8. 9=(•103 834 8- 4=-111 492 WEB 2x4 KODF S1ANDR 3. 4=(-1318) 338 9- 8=(-253 1261 4- 9= •111) 492 WEBS: 2x4 KDDF STAND LOADING 4- 5= •1518) 338 9- 5= -311) 220 (( LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-1504) 335 BC LATERAL SUPPORT 12'OC. UON. OL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0) 50 BC LATERAL SUPPORT<= 12'0C. UON. TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0• 12.0' LL=25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ SRO REQUIRED BRe AREA Connectorplate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES 0'- 0.0' •119J 1038Y •109/ 109H 5,50' 1.66 KDDF (( 825 C M,MZ H$,MT8HS ((or no prefix)) s CiesuTrus, Inc REQUIREMENTS OF IBC AND LIRC U2012 NOT BEING MET. 22'- 0.0' •1191 1038V 0/ OH 5.50' 1,66 KDDF ( 625 M,M2bNS,N18HS,M16 =MiTek MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 MAX LL DEFL= 0,002' @ -1'- 0.0' Allowed= 0.100' NAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed= 0.13S' MAX LL DEFL= -0.043' @ 14'• 5.8' Allowed= 1.054' MAX Tl CREEP DEFL= -0.088' @ 14'- 5.8' Allowed= 1.408' 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' 0 21'• 6.5' MAX HORIZ. TL DEFL= 0,030' @ 21'• 6.5' 11.00 11-00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 194 AT TIME OF MANUFACTURE. 04 09 5. . 5-09-04 5-02-12 5.02-12 1' Design oonforas to mein windforce•resisting 12 system and components and cladding criteria. 12 M-4x6 `736.00 Wind: 140 mphh=15ft, TCDL=4.2 BCD)=6.0, ASCE 7.10 6.00 a All Heights), Enclosed lat.2, Exp. B, MWFRS(Dir), 4 4 load duration factor=1.� Truss designed for wind loads �a in the plane of the truss only. • w M-1.5x3 M-1.5x3 O O U) vo m 0 '� O 0 im _ 9 M-3x4 O o M-3x4 M-3x4 M-3x5(S) M-3x4 )- J. 7-06-03 y 6-11-11 y 7-06-03 3, 3, .1, 12-00 10-00 y 1 b 1-00 22-00 1-00 Cp JOB NAME: POLYGON NW PLAN 7-B NH - C49gale: 0.2496 1 :: � WARNINGS: GENERAL NOTES,urdessotherwise noted: :Ct. : "=92.OPE 1.Builder end(median connector should be advised of all General Notes 1.This designlebased only upon the parameters shovel end Is forenIndividual end Warnings before construction commences. building component.Appkabl0y of design pparameters end proper • �' _• Truss: C4 Incorporation of component Is the responetNly of the building designer.2.x,4 ooeeI10dortrn bbredlp must ho where shown+. 2.Design assumes the top and bottom chords to be laterally braced el �, ' . .'.. 3.Additional temporary bracing to insure staldfti y during construction Z'o a.and at te'o e.rospeetiwely unless braced throuplroul lheirio8nnQ�U by `i.!�•.•• Oj_$, BY• BS is the respen iNay of the erecter.Additional permanent blades of continuous sheathing such as plywood eheettdng(rC)andford,ywan(60). .se 1''-• DATE: 9/1 2/2014 the overall structure le the rosponslbaUy of the building designer. 3.20 Impostbddaing or lateral bracing required where shown e+ ..`7 QREGQ r 4.No load ehouid be speed to any component until atter cog braving and 4.installation of tons is the responsibility ovum respective contractor. G% .4:,O• • SEQ. : 6059065 fasteners are*omelets and Cl nes 9me should any made 9roeterthan S.Design assumes busies ora to be used In a neneorresivo emaonment, 'i2- ... • 2Is3". design coeds be applied to any component and aro tor'dry soothe bearing 5e. Q. 1.4 &Design assumesb11 bearing el el supports shown.SNmor wedge TRANS I D: 408071 s.Cominfrma has no.ship over and assumes no recomponents. for O a ne sign e• ' ' Fill.I t..1^ tebdallm,,handing.shipment and Installation Oteomponenb. 7.Cosign eearcms adequate drainage to provided. 6.TNedesign In furnished subject to the Irritations sat forth by 8,Plates shall be located on both feces of tem,end placed so their sear ll be furnished upon 111111111111111111111111311111111 MITE Uk 9ATisi/ ICA InIncJCofnp07ru9S0�SCSI,copies of which RWate Bi3(1L)Er�co� 1ndde with joint center Ines. 0.ForrbInes nlownedarNatedesignvales sea ESR-1311,ESR-19191(MOW EXPIRES:12/31/2015 . _ . . ..............................................._......................_.................... • .,•_............._............ • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF 8(50TR LOAD DURATION INCREASE- 1.15 5-2=1.51) 28 1.4=(-35) 32 2.4=(•99) 81 BC: 2X4 NODE 4160TR SPACED 24.0' 0,0. 2.3e( •7) 3 WEBS: 2x4 HOOF STAND LOADING TC LATERAL SUPPORT<= 12'00. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD a 32,0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED ORO AREA BC LATERAL SUPPORT u 12'00. VON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES))))) TOTAL LOAD- 42.0 PSF 1'- 0.0' -24/ 205V •18/ 43H 5.50' 0.31 KOOF 1625) Connector plate prefix designators: 4'- 0.0' •181 131V 0/ OH 5,50' 0.21 KODF ( 625 ) C,CN,C18,0N18 (or no prefix) =CompuTrus, Inc LL= 25 PIF Ground Snow (Pg) I M,N20HS,M18H9,M16=NSTek NT seriesf LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for nett•5 pal) uniitt at 2a 'oc s sort tno•I ; JT 1: Heel to plate corner= 5.25' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002' @ 0'- 0.0' Allowed= 0.100' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL= -0.002' 0 0'- 0.0' Allowed= 0,133' 3-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.004' 0 2'• 4.0' Allowed.. 0.159' f MAX TC PANEL TL DEFL= -0.005' @ 2'- 5.2' Allowed= 0.239' i MAX HORIZ. LL DEFL= -0.000' @ 3'• 8.2' 4,00 1 12 MAX HORIZ. TL DEFL a-0.000' @ 3'- 8.2' DESIGN ASSUMES MOISTURE CONTENT DOES i NOT EXCEED 198 AT TIME OF MANUFACTURE. i Design oonferms to main windforce-resisting system and components and cladding criteria, Wind: 140 mpph ha19.8ft, TCDL=4.2,BCOL=6.0, ASCE 7.10 f M-1.5x3 3 (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. um i 0[ c i 00001'1 �/ i 111.11111111111.11111g11 i o �_ p 5a► F•�4 M-3x8 M-3x6 M-1.5x3 J., J. 3-00 1, y 4-00 JOB NAME: POLYGON NW PLAN 7-B NH - Dl • . 5,'.10 N.Ett``�-,b. • Scale: 0.8324 rt • . Z /yry , WARNINGS: GENERAL NOTES,unless atomise noted: ' • •• . -. 1'11`• •' '3" 1.Builder and erection contractor should be advised of ea General Notes 1,This design Is based only upon the parameters shown and isles en Individual • t. 7•02.4 E • 1! Truss: D1 end Warnings before construction commences. building component.Applica city of design poramolere end proper 2.tot compression web bradng must be Waled where ohowb•. Incorporation of component is the reapondbllh of the building designer. _ .: 3.Additlonel temporary bracing to Insure abtley dudrrp construction 2.Design eseunwu die top and bottom chords to Islerely braced It . DES. BY: BSla the responsibility of the erector.Additional permanent bracing of 7 o.e,and at 10'ex.resew**as ply Wass braced throughout Noblength by gtlrs.-> iP the woroll structure b the res slNrdy of Um building designer- continuous dging or such as plywood:Minden:4TC)ondrordrywa0 C). DATE: 9/12/2014 Pon g g= 3.24 Impact bddgbp or lateral bracing required where shown 4.No load should be applied to any component until atlas sa bracing and 4.Installation of truss Is the msponsidlity°Oho respective contractor. •'y''.' QFIZOON:A etc - SEQ. : 6059066 fasteners are cempteleand atnotime shouldamloads greater than S.Design assumes trusses arotobewedlnanorr•conosNeawfronment. �l`. deal loads be lied toco and ere for^d comlltlon'•ol.uss. ' '�'3" • d pre app any component. 8.Design asaomo,full beating at as supped'shown.Shim or wedge N ••.'4)' t4"Z qv • • TRANS ID: 408071 8,CompuTrus has no control over and:resumes noraspemibl6y for the •• /if M "� fabrication,handling,shipment and installation of components. 7.Dedurr assumes adequate drainage Is provided. • `' .II H I�`'•• (I 1I 1 IUI 8.This design Is tarnished subled to the Initelons set fodh by 8,plates shall be located on both locos of truss,and placed so their center II�IIIIII�I�II1ll�N'111111Iillnished upon Mf7GkUSA,lnalCompuTrusSoftware CAIn SCSI,copies of width WI be 7n86(1L).Eroga10.Forbasicconectordplat design values see ESR-1311,ESR-15e6(MiTe10 nt center Ones. 8.Digits Indicate size of plate in Indies. EXRIRE3:12/31/2015 ................................. ......................_....................... .._... . . .................................. _......... - T:-............;.. l t • { Ii1IIIIIIIII1I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONSTRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/D0F(Cq=1.00 LOAD DURATION INCREASE= 1.15 1.2=(-29) 14 1.3=(0) 0 IC: 2x4 KODF 6160TR BC: 2x4 HOOF M188TR SPACED 24.0' 0.C. WEBS: 2x4 ROOF STAND LOADING BEARING MAX VERT MAX HOAZ BRG REQUIRED WIG AREA TC LATERAL SUPPORT <= 12'OC. VON. LL( 25,0)+0L( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 60.1N. (SPECIES) BC LATERAL SUPPORT<= 12'OC. VON. DL ON BOTTOM CHORD= 10.0 PSF 1'• 0.0' -27/ 215V 0/ 27H 5.50' 0.32 KDDF i 625 TOTAL LOAD= 42.0 PSF 3'• 9.2' 96/ 844 0/ 5.50' Connector plate prefix designators: OH 1.50' 0,13 HOOF 625 C,CH 018,CN18 (or no Prefix) =CompuTrus, Inc LL a 25 PSF Ground Snow (Pg) , M,M2OHS,M18H8,M16 a MLTek N series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL JT 1: Heel to plate corner = 5.25' REQUIREMENTS OF IBC 2012 AND IRC 2012 ROT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, IL=L/180 MAX LL DEFL' -0.004' 6 0'- 0.0' Allowed = 0.100' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TL CREEP DEFL a -0.003' @ 0'- 0.0' Allowed = 0,133' AND BOTTOM CHORD LIYE LOADS ACT NON-CONCURRENTLY. MAX C PANEL TL DEFL= -0.010' @ 2'• 7.0' Allowed= 0.274' MAX HORIZ. LL OEFL= -0.003' @ 3'• 11.2' MAX HORIZ. TL DEFL= 0.003' @ 3'• 11.2' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 t '" DESIGN EXCEED 196:AT TIME OF MANUFACTURE. -/ Design conforms to main windforoe-resisting system and oomponents and cladding criteria. Wind: 140 mphha19.8ft, TCOL=4.2,BCDL=6.0, ASCE 7.10 { (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration taotoral.6 M-3x6 r Truss designed for wind loads I:- in the plane of the truss only. 9 1 I O of- 11, 4�� 3x M-3x8 y 3- 3-00 3, 3' 4-00 •(PROVIDE FULL BEARING:Jts:4,3.21 • . , ��1yCj:.PR°FE- • JOB NAME: POLYGON NW PLAN 7-B NH - D2 Hoole: D,922a �. ..'711Z/I7.1: : ,?N': ' �p WARNINGS: GENERAL NOTES,unborn otherwise noted: 9o0P,E 2 1.Sunder and emotion contractor should be advised of en General Notes 1.TMs design Is basod ononlyupon the parameters shown and is for en IndldduaI Truss: 02 and Warnings before an O5 nC commences. building component Appliadity of design Parameters and pro 2x4 e n web braving must be Installed whore shown•, Incorporation of compound Is the responsibaN of the building designer, ,.. ;',,00e.• . .. "• ompresdo bn to Insure stabiliy dud construction 2 Design assumes the top and bottom chorda to be tatorally braced at 3.Additional tompotory singn9 2`o.a and a110'o e,rospedh ly unless braced throughout their length by �' DES. BY: BS Is the responsibility or Uro modor.Additional permanent bndrg of continuous ahoettdrg such as plywood sheatNng(FC)andfordrywal(BC), /'� the mordsWcturols are responelb'ety of the building designer. 3.2cI act bridging ortatefal bracing required where ahown.+ 'OREGON: W QATE: 9/12(2014 4.No toad should be applied to any component until after all bracing end 4.Installation of truss is the nalpaahtsay of the respective contractor. • . . A_ SE Q. : 6059067 fasteners are*armlet*and at no lime should any loads greater than 5.Design essumos trusses are to ba used In a non•comoshro emtronment 4' -`, - 't •'A;. and are Wr'dry condition*of we. � 11""14.i ..0"..' c design loads be applied to any component .� TRANS ID: 408071 S.CompuTrus bee noarrboloeor and assumes no responsibility for the 6.Deelga"sum"Ng biasing ataasuppodsahown,Shimorwedge if ' naamary. ERR1l fabrication.handling.shipment and tnstenaion of components, 7.Design assumes adequate drainage is prodded. 6.fits design la famished subject to the Irritations set forth by 9.Plates shalt be located on both feces o truss,and plead so Utah center . III�II�IIIIIIIIIIIIIIIIIIIIIII II�IIII MITekU3/tinBC81,copies Of which will be)n�CompuTnraSoRw�re furnished O. bs connector psize latedaaron with Joint center iate In esseeESR-1311,ESR.18aeWeld EXP.IRES;12lS1d2015 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0' ',t • t ,, ,- , . ,: • , Ljtat 24 nis acing,) TC: 2x4 KDDF fft6BTR• LOAD DURATION INCREASE=1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF BSEBTR SPACED 24,0. 0.0, NOT EXCEED 1911:AT TIME OF MANUFACTURE. IC LATERAL SUPPORT<=12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT<= 12.0C. DON. LL) 25,0)4DL( 7.0) ON TOP CHORD= 32,0 PSF system and components and cladding criteria, Connector lateprefix desi maters: DL ON BOTTOM CHORD= 10.0 PSF p TOTAL LOAD= 42.0 PSF C,CH,Ct8,CN18 ((or no prefix =ConpuTrus, Inc wind: 140 mph, h=15ft TCDL=4.2 SCOL=8.0, ASCE 7.10, N,M2OHS,MI8HS,MIS a MiTek M series LL= 25 PSF Ground Snow (Pg) (All Heghts), Enclosed Cat,2, Exp,B, MyiFRS(Dir), load duration factor=1,6 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind Toads in the plane of the truss only. REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR tOPBF LIVE LOAD. TOP 11•1x2 or equal typical at stud verticals, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • Refer to ConpuTrus gable end detail for complete specifications. 12 3 - 4.00 C? 0 .....0 0 c%., ,_. ,.,,, _,,.... rzs 8 war I/ AK/ ArAr ArArAmmirAom -e M-3x4 4 1• y y . 1-00 8-02 • JOB NAME: POLYGON NW PLAN 7-B NH - El Scale: 0.8588 :e. -�(y'�J.P'/��1'E ,1s%0 WARNINGS: GENERAL NOTES,unless otherwise noted: hl',• -- 1.Builder and erection contractor should be advised al en Cenral Notes 1.This design is based only upon the pererneters shown and a for an Individual 'cc . ^a 2,11'P,.E • r Truss: El and Warnings before construction commences. building component Applicability of design parameters end proper , 22x4 compression web bradng must be Installed where shorts•, Incorporation of component is the respomibltty of the building dragnet ,; ��- 3,Addttonai temporary biasing Wean.s1eU6ty dodeg eonsWcUOa 2.Design assumes the tap and bottom to be laterally braced at .,• 5 .. DES. BY: BS 2'oc,and at 10' respecevey unless braced throughout Moir length by m_�.: !df • la the responsibility of Ste erector.Additional permanent ofgor safe ! DATE: 9/12/2014 the weraastnxdure is the rosponetbatyorthe building designer. continuous;bridging or where s shown C). / Qci3.nate Patt a ufbuo is Weruponsial tatty otIn.vd poc500wo+. ' Fry) 07�� /x.r. 4.No load should ennm appaed to any component oho td any ioder aada g bracing and 4.Deet n Sao m,stm s We feeponelu500trlhe respective contractor. .,'�7 Ql"IEG¢}v' 1>< ' SEQ. : 6059068 fasteners are complete and at no Irmo should any loads greater then 6.DeSign assumes trume ere to be used In a noneerrosWo environment. +• 2j'.'. design loads bo sppaed to any component and aro for-dry condition"of us.. � 1.4 2� �;i 8,Design essumes tell boating at off supports shown,shim or wedge If;Ma .'l � Q. TRANS ID: 408071 5,CompuTrushoenocontroloveranda UMSnoresponsibeayforthe and :./�rl QJ fabdcatlon,handling.shipment and Installation of components. 7.Design essumss adequate drelnago is provided, {��):� ' III VIIIII IIIIII�IIII ILIIIIIIIIII 6.Tnis design Is furnishedoft to theltbeetans set forth by 8.Plates hudda located on born faces of buss,and placed so their center 1 'IPIANfCA In SCSI,copies which will be furnished upon request Foes adndde with actor jointCenterlines. design MITek USA,Inc.ICompuTrus Software 7.6,6(1L)-E n.fiFor ns DigitsmkconnedorpfalaedesIgn Inches. see ESR-1311,ESR•t988(Well EXPIRES:12/8112015 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONSTRUSS SPAN 8'• 2.0' IBC 2012 MAX MEMBER FORCES 4WRIDDFIC(1=1.00 LOAD DURATION INCREASE=1.15 1-2=` 0) 38 2-5=(•61) 67 3-5=(•255) 179 BC: 2x4 KODF TC: 2x4 KDDF 018NDR 8TR SPACED 24.0. O.C. 2-9=((•105)) 88 WEBS: 2x4 KDDF STT3-4=AND LOADING 3 TC LATERAL SUPPORT<= 12'OC, UON. LL( 25.01+01( 7.0) ON TOP CHORD= 92.0 PSF BEARING MAX VERT MAX HORZ BAD REQUIRED BAG AREA BC LATERAL SUPPORT<= 12'OC. UON. 0l ON BOTTOM CHORD= 142.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 30.1N. (SPECIES) TOTAL LOAD= 42.0 PSF 0'. 0.0' -88/ 4790 -33/ 97H 5.50' 0.77 WOOF 625 OVERHANGS: 12.0' 0,0' LL=25 PSF Ground Snow (Pg) 8'- 2.0' •39/ 3350 0/ OH 5.50' 0.54 KDDF ( 625) Connector plate prefix delignatora: )rONO 2 Das a for net( 5 Daft talift at 4 '00 �OeGlnm 1 C,CN,C18,CN18 (or no prefix) =CompuTrua, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ig Z i N,M20HS,M18H3, 16=MiTek Mt series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX Ll DEFL= 0.002. 0 -1'• 0.0' Allowed= 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL= •0,003' @ -1'- 0.0' Allowed= 0.133' MAX TO PANEL LL DEFL= -0.294' @ 4'• 1.7' Allowed= 0.484' 7-10-04 0-03-12 MAX TO PANEL TL DEFL=-0.399' 0 4'- 1.7' Allowed= 0.727' f MAX HORIZ. LL DEFL= 0.001' @ 7'- 10.5' 12 MAX HORIZ. IL DEFL= 0.001' @ 7'- 10.9' 4.001 DESIGN ASSUMES MOISTURE CONTENT DOES M-1.5x3 NOT EXCEED 19%AT TIME OF MANUFACTURE. 4 Dealgn conforms to main windforoe-resisting system and components and cladding criteria. X Wind: 140 mph, h=15ft TCOL=4.2 BCOL=8.0, ASCE 7-10, (Ail Heghts), �nelosed Cat.2, Exp.B, MWFRS(Dir), Davi duration factorl.� Tress designed for wind loads o in the plane of the truss only. o 0 us m ►-�5 11111111111111.11111111111111.1111.1111111111.11111.11111111111.11.11111 0 2► o M-3x4 M-1.5x3 141, 7-10-04 0-03-12 1, ), y 1-00 8-02 JOB NAME: POLYGON NW PLAN 7-B NH - E2 Scale: 0,6571 '-'�•. .'. WARNINGS: GENERAL NOTES,unless olhucwta noted: -,4*•: : G O a,P r 1,Builder and erection connector should be advised of a9 General Notes 1.Na design lc basad only upon the parameters shown end Is loran Individual and Warnings before construction commences. buldmg coneroneM.Applicable/of design ponumetore and proper Truss: E 2 2 2x4 compression web bradnp mwtbe Installed where shown Inarperatlen of component Is the raspenelt4EtN of the building designer. X` 3.Additional temporary bracing to Insure stable during construction 2.Design assumes the top endbo0omless braced cad droughtyorally braced et • _:w�. ...•:. . po 9 N 7 o.a end at 10'o a reepecdon unless braced Throughout their by ./+1� DES. BY: BS Is the responslrlMty of Ore erector.Additional permanent bredng of continuous sheathing such as plywood sheeting(TC)andlor dtywat(BC). DATE: 9/12/2014 the overall structure Is the rosponsibRdy of the building designer. 3.2x Imrtwwaaat bridging orlelerel braving requited where shown 4• QEG A " 4.No toad should be applied to any component until atter all bracing and 4.IntellmUon althea Is the responsibility of the reepecave contractor. SEQ. : 6059069 fasten,*are complete and etno ems should any wags greet&guu, 0.Design assumes truces are to be usod In a non-corroshre enlronmeM �....4 ' nand aro forltryoondltlon"ot see. • / : ��Y ' 2'O 5. ded9n loads be applied to airy component N.Design assumes InR bearing ata0suppods shown.SNm or wedge H .••'. 1.4' TRANS ID: 408071 s.dampuThbeaoanbwanyewruanarnponroielyfortha Designry. `M pp( ��' '' fabrication,handling,shipment end installation of components. 7.Dnlgn amines adulate droingo 1s provided. Rti '." n 8'T This design AM 8Cnished lee o(wtle the hv.tO be(uonlahed upon requouR 8 ti tiPlates s alndde vl catedlon bot Inca.feces or bun,and pieced so their center . III�II II�I�IIIIIII�(III`1p�IIIIII IIIII MiTek USA,tno/CompuTrua Software 7.6.6(1L)-E 10.Forbast*cconnectorptnedesignvaluessee ESN-1311,ESR-1988 Welt)11 II UU 1 11 1 1 EXRIRESt 12/3]/ 015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUNGER SPECIFICATIONS TRUSS SPAN 5'- 3.0' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 IC: 2x4 KODF Y16BTR LOAD DURATION INCREASE= 1,15 BC: 2x4 KDDF 816BTR 2.30( 91 36 2.5=(•33) 38 3.5=(•181) 127 WEBS: 2x4 KODF STAND SPACED 24.0' O.C. 2.30(49 49 I IC LATERAL SUPPORT<= 12'OC. UON. LOADING 3.4•( .7 3 BC LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)+DL( 7.11 ON TOP CHORD= 32.0 PSF I DL ON BUTTON CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA TOTAL LOAD= 420 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 12.0' 0.0' 0'• 0.0' •81! 367Y •20/ 63H 5.50' 0.59 KODF. 625 Connector plate prefix designators: LL=25 PSF Ground Snow (Pg) 5'- 3.0' .24/ 212Y 0/ OH 5.50' 0.34 KDDF ( 625 ; ) i C,CN,C18CN16 (or no prefix) =CoapuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8,112098,018H8,1416=MiTek NT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET, 1000. 2: pesign cmec Bd for nett•6 ap tlsnlift at 24 'oc sbnc'nb) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX EP DEFL= 0.002' @ -1'- 0.0' Allowed = 0.100' 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL= -0,003' @ -1'• 0.0' Allowed= 0.133' ) 4-11-04 0-03-12 MAX IC PANEL LL DEFL= 0.038' @ 2'• 10.1' Allowed= 0.279' 1 X 1 MAX TO PANEL TL OEFL= -0.043' @ 2'- 8,1' Allowed= 0.419' 12 i 4.00 MAX HOHIZ. LL DEFL■ 0.000' @ 4'• 11.2' MAX HDRIZ. TL DEFL= 0.000' @ 4'• 11.2' ! DESIGN ASSUMES MOISTURE CONTENT DOES 1 NOT EXCEED 184 AT TINE OF MANUFACTURE. Design conforms to main windforce•resisting M•1.5x3 4 system and components and cladding criteria, r - Wind: 140 mph, h=15it, TCDLe4,2 SCOL=6.0, ASCE 7•t 0, y i All Heghts), Enclosed, �at.2, Exp.B, NWFRS(Oir), ! = Load duration factor=1.8 Truss designed for wind toads �, in the plane of the truss only. 0 O N in Z M O 2�� s:Llatell5 -f M-3x4 M-1.5x3 • 1, b 1, 4.11-04 0-03-12 i y • y 1-00 5-03 JOB NAME: POLYGON NW PLAN 7-B NH - E3 Scale: o.st2e • ti�7\yO(�7INE,,..,`�s•/ WARNINGS: GENERAL NOTES,union otherwise noted: .`ZCI�• - r•1'��l.;fciI' .' t Gadder end erection contractor shook'be advised dell General Notes 1.This deign la based only upon the parameters shown and Is for an Indyk'ual tQC'': ';92.0 r • tom' '. Truss: E3 and Mining*before conebuction commences. bunang component Appllceblly of design parametera and proper • E 2.2r4 compression web bmdng must be Molded Moro shown.. Incorporation of component is the roeponsidly of the building designer. • 3.Additional temporary bradnp to Insure s1sdG dosing eonewcdon 2.Design assumes the top end bottom chords to be laterally braced o[ � '` • DES. BY: BS Is the reaporedday ofueeredor Additional pormensM bradng of eooitinwus sheaNingrBushespylywoodstrear l�hlny(TTCC)ehw�rordrryrt lengthby /!! '0' " DATE: 9/12/2014 the overall structure is the reopoemNty MM.building designer. 4.No bad should be a red to a 4.2a Impeet bddginp or letard bradng regNlho ren re shown+. •4 �••.' Pp any until soar en bracing and 4,Deotgationofbuselethe rt to 500dm therepedNeeonuedor. '(,} {�GQ(c); SEQ. : 6059070 fastenemere complete and atnaImeshouldany toads greater Nan S.Dregsaseumeebusnssrotobeneedlitenoneonosiveonellonment, t design loads be applied to any component and ate for"dry condition'of use. .. ..1;,, TRANS I D: 408071 s.eoO. Design assume fug bearing at ag unmans shown,Shim or e.' 'r.° 't.4'; mpuTrus has no control over and assumes no responsibility for the wedge if ;� 1 d .0.SS,,' fsbdation,hendarsg,chipmsnt and lostnlation of menta. necessary, oq madded. 8.'Ns design b furnished subject to the Imitations set components. by O.Design shaassumes l oaedpu�an both drainage siof hues,and placed so their center . .. , 1111111111111111111111 MITok SA,tInG/CompuTrus Software I,copies of Win wet be 7�.8.8(1L)•E Ished upon request 1lines colndde vAth Print center lines. 0.Po its Indicate tale sin opf tale dee pn values see ESR4311,ESR-1955(Wok) EXPIRES:12/31/2015 This design prepared from computer input by i IiiIIIIIIIIIIi PACIFIC LUMBER-CC'rte^ o Oesivn checked for netl5 p <tl uvlift at p4 •oc svacina.l 1 TRUSS SPAN 5'• 9.0' LUMBER SPECIFICA0TIONS LOAD DURATION INCREASE= 1.15 DESIGN ASSUMES MOISTURE C 1 TO: 2x4 HOOF V16BTR SPACED 24.0' 0.0. NOT EXCEED 19%AT TINE OF MANUFACTURE. 1 TC: ERA KODF ORT c= 1 LOADING Design conforms to main windtorce-resist ng TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD a 32.0 PSF system and components and cladding criteria. f BC LATERAL SUPPORT<= 12'OC. UON. L ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 P8F Wind: 140 mph h°SStt,TCDL=4.2,BCDLe6.0, ASCE 7-10 Connector plate prefix designators: (All Heights), Enclosed, Cat.2, Exp.D, UWFRS(Dir), > C,CN,CI8,CN16 (or no prefix) =CiepuTrus, Inv LL,25 POE Ground Snow (Pg) load duration factor°1.8, i q,M20HS,M18HS,N16 °Mi7ek MT series Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. i 1 REQUIREMENTS OF IBC 2012 AND IflC 2012 NOT BEING NET. Gable end truss on continuous bearing wall VON.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP IM-152 or equal typical at stud verticals. JI 1 ANO BOTTOM CHORD LIVE LOADS ACT 110N-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. r 1 1 12 4.06 t7 3 -, f 1 1 i . ddigli 1111 In a a N 1 i co coI IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 0 f r�///////////// /// %4 , 1 M-3x4 j y 1-00 Jr 5-03 • p P•ROP. JOB NAME: POLYGON NW PLAN 7-B NH - E4 Scale: 0.7737 Win: - 21(N.E . % '. °2�O.WE • WARNINGS: GENERAL NOlIsb edonN upon tenhe poated: and Is tor an r 1.Budder and erection contractor should be advised ofan General Notes 1.bulking designwIs based L ofrIf ability of design parameters rametem proper indttlduel �, w _ and Wanless before construction men anansnae. brarporeoon of amponoM Is the responsibility of the building designer. ,-,-)e". � ... Truss: E4 2.2x4 domp,.adonwablxadr p must be Installed where shaven*. 2.Design assumes the top and bottom chords to be laterally braced at a.Additional temporary bradng to Insure sltilty during construction 2'o e.and et 10'o a respectively unless braced throuphoutthdrle Inv by DES. BY: BS lathe responsibility elOre erector.Additional permanentbradne of continuous sheathing such es plywood sheuthtng(rg sed erdrywallC), d I _'. the Wild strvdufa Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown+* OAEG�ON: r.! DATE: 8/ 2/20 i 4 4.No load should be applied to any component until alter aR bradne and 4.Installation of truss Is the responsibtay of the respective contractor. • '�?�_. '�'.. 'tD•`. ' SEQ. : 5.Design assumesbassos are to be used to a non.ora1Ne environment, ''_/,b •'�:1/• VS: •'�'•+. JLQ. : 6059071 fastenersdesign are complete and ulna tens should any Weds greater endaretor-mecondition'g use. '' '^' 14• t�,, • dedpn tout be spatted to any and assumes e.Dedgn assumes lull bearing at an commode shown.Shim or wedge If '�V.• TRANS ID: 408071 5.designCompladsnis be sated to rol component. responsibility for the necessary. ,V` �.�.- fabrication,handling.shipment end Instananoh of components. 7.Design assumes edequda drdnege leprov1ded. •II I II tmIIf1'11' 1 B.Thrsdeslfin le furnished aub(ect to the Irritation*est forth by 8.Pistol dull dbee wooed d en bath of buss.and placed so their center 1{IIII1II�II�111111I 11111 111111�1I MITek SA,Inc./CompuTru$SoftwareCA In SM.codes dualists wIl be s 6.6(i1)•E request. Ines 10.For E.DIEb 1pol�nucmf INStotos. dpolo see E(01,4311,ESR-19135 f.4lT a) EXP:IRES:12/31/2015