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Plans (34) mime ,/4 57-,,07t - -?6_ MiTek6 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Re: PL15-264_UPPER Telephone 916/676-1900 Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber& Truss Co.. Pages or sheets covered by this seal: R45124648 thru R45124656 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. (5,EO PRO c ANG I iV cS'��2 `r 89782PE 77.' OREGOV0' 1 qRY ir 'AUL %107;.,,e. • • August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. ob Truss Truss Type 1 Qty Ply POLYGON R45124648 1 F01 JFLOOR GIRDER Job Reference o•tional PL15.264 UPPER 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 13:53:53 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:DFkz9p3tCrPAGZnVberKOtyJ 2014 MrAmvXGRtL Inc.F Aug 071S8yFT1vAVLj 1 BiS 1 o—{ 11- 6i h --I I Scale=1:25.0 1.5x3 I I 1.5x3 I I 1.5x3 I I 5 6 1.5x3 II 1.5x3 II 1.5x3 II 15 1.5x3 II 1.5x3 II 9 10 11 12 13 14 3 4 7 8 1 2 MIw-R���� il-� LiYL f-A(- -w� I�'�� p 11� =� � cti �Mrfa�rr•l-�� 1 s 17 a- 21 20 1s 2 Ar 23 22 3x5= 3x5= 1.5x3 II 3x5= 3x5= 3x5= 7-7-14 8-2-14 14-4-4 7-0.14 • P a e}ffs-t X 8:0-1-8 d•e 9'0-1-8 E.•- GRIP SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP LOADING(psf) Vert(LL) -0.11 20 >999 480 Plates Increase 1.00 TC 0.30 >985 360 TCLL 40.0 BC 0.54 Vert(TL) -0.17 20 TCLL 10.0 Lumber IncreaseIncr1.NO0 WB 0.39 Horz(TL) 0.04 16 n/a n/a BCLL 0.0 Rep Stress Incr BCDL 5.0 Code IBC2012ffP12007 (Matrix) Weight:73 lb FT=0%F,0%E BRACING- TUMBER- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2x4 DF No.t&etr(flat) end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid rtiadirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1671/0,3-4=-1671/0,4-5=-2270/0,5-6=-2270/0,6-7=2493/0,7-8=-2493/0,8-9=-2423/0,9-10=-2423/0, 10-11=1991/0,11-12=-1991/0,12-13=1193/0,13-14=1193/0 _ BOT CHORD 23-24=0/1222, 19=-273/0,2-24=-1712/0,2,23 0/6 8,4-23=-481/0,/4 223 0/358,8-21=-226/359,114-16=-904/0,104 17=01766,7 0/646 WEBS 12-17=-620/0,12-18=0/498,10-18=-38410,10-19=11464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. at'oint s)24. 3)Provide mechanical connection(by others)of truss to bearing plate joint(s) 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. ��� P R�FCCr J 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard ��N�7 N E�� �f� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �` Uniform VLoadsert:1 plf) 89: 82P E Ct- Vert:16-24=8,1-15=-80 Concentrated Loads(Ib) Vert:2=674(F) h „ .-9 +OR.OREGON Q qR Any 15 J(Q' fir PAUL P- EXPIRES: 12131//2016Au7,2015ust Designimm 5 BEFORE WARNING Verify design parameters and READ connecttors.hiss des9 based onON THIS AND ly upo ED P rrarER REFERANCE PAGE 1411-7473 rev.meters shown,and ins for an ndiwduo bt dm9 componentE , piC valid foruse only with ietiekersiwiTek 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 responsbillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPSuite 109 II Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. (Job (Truss (Truss Type Qty13 1 Ply (POLYGON PL15-264 UPPER F02 Floor R45124649 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 4 MiTek ID:DFka9p3tCrPAGZnVberKOty.lvg6 XbOZzFYuCATEPM 39 j1Inc.Fri 1QOZ6MZomLd2N:5&54 2015 gfkdygBiR 1 0-10-12 1 1 1-2-0 1 1 0-10-8 1 1 2-6-0 I Scale:1/2"=1' 1.5x3 II 3x4= 1.5X3 II 1 2 34x4= 4 3x4= 1.5x3 II 354= 1.5x3 II 5 Y = � y I6 7 8 Y Jo 11111 N 1 1 13 12 11 3x4= 1.5x3 I I 1.5x3 II 4x6= 10 9 3x6= 3x4= 1 1-1-12 11-8-12 12-3-12 1 1-1-12 0-7-0 0-7-0 13-8-4 Plate Offsets OM— [2:0-1-8.Edgej,[3:0-1-8.Edgej 11-4-8 I LOADING(psf) SPACING- 1-7-3 CSI. TCLL 40.0 Plates Increase 1.00 DEFL. in 1-12 I/deft 4800 PLATES GRIP TCDL 10.0 TC 0.55 Vert(LL) -0.1111-12 >999 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 MT20 220/195 BCLL 0.0 Rep Stress Ina YES BCDL 5.0 WB 0.50 Horz(TL) 0.03 9 n/a n/a Code WB (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. 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=-1502/0,4-5=-1502/0,5-6=-1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=-382/0,2-14=1170/0,7-9=-1316/0,7-10=0/704,5-11=471/0,4-11=345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. \ClO pROFFS S� NEFjotA - � 0 �� ' 8°782PE p' 9 OREGON 4" �99 xiny 15',<(,. NI PAUL R\ EXPIRES: 11/2010 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. a_ Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown" ierector.s for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the fabrication,qualifyilcontroonent l,storage.delivery,erectiog of the n structure is the and bracing, onresponsibilityAS'/IPe buildingI I QCrit ria,058.general guidance and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Milos 7777 Greenback Lane Suite 109 cirrus Heights CIA g5R10 TNSs Type Qty Ply POLYGON R45124650 Job Truss 2 1 Fo3 Floor Job Reference(optional) IPPacifc Lumber R 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:55 2015 Page 1 Pacific Lumber&Truss co., Beaverton,Oregon ID:DFkz9p3tCrPAGZnVberKOtyJvgB-?nyxAbZWyUc51 WHGifEXZdwriLm?ZVgaoo1aDG3ygBiQ 1 2-6.0 I r -10� I 1-2-0 1 1 0-8-14 1 n'_'� Scale=1:22.8 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.503 I I 3x4= 5 3x4= 6 7 8 3 4 1 2 ►� — ►i iiiily o i : cli 13 12 11 10 3x4= 14 3x6=1.5x3 I I 1.5x3 I I 3x6= 3x4= 6-5-2 7-0-2 13-1-8 1 5-10-2 10.7-0 10.7-0 1 6-1-6 I 5-10-2 Plate Offsets(X,Yh 14:0-1-8.Edae1.I5:0-1-8.Edae) PLATES GRIP SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLAT GRIP LOADING(psf)40.0 TC 0.20 Vert(LL) -0.08 11 >999 480 TCLL 40.0 Plates Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 TCDL 10.0 Lumber Increase YE1.0S WB 0.33 Horz(TL) 0.02 9 n/a n/a BCLL 0.0 Rep Stress lncr YES Weight:60 lb FT=0%F,0%E BCDL 5.0 Code IBC2O12/TPI2007 (Matrix) BRACING- applied or 6 0-0 oc purlins, except LUMBER- TOP CHORD Structural wood sheathing directly app BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) verticals. rticals. BOT CHORD 2x4 DF No.1&Btr(flat) gOT CHORD end did rtiadirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 FORCES. ) All 2-3=1740 0,3-4-1740/0,4-5=-1761/0,5-6='1739/0ess ,6-7=-1739/0=ept when wn TOP CHORD WEBSHORD 2344==25166/03,21-2-31=30=/06/2127641-,113—268/180,17,- 1256/0,76-1,0=0106=202/1163 10=0 6221163 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Re attached to wallnd 2x6 s at their s,on ends edge, or restrained 10-0-0b00er and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbac s to b �ns. n PR.Qp �� MAGI NE. `r/0 _„..1„ .• 89782PE r' • 4\4:5 '. am. y OREGON o)f`'Q., EXPIRES: 12101/201 August 7,2015 AVM/ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mil-7473 rev.02/16/2015 BEFORE USE. 1111 A Design valid for use only with Mffek connectors.This design is based only upon parameters shover,and is for an individual building component. MiTek" Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral erector.Additional individual brae g of the overall strumembers only. dct1ure isnal iemporary the responsibility ofto insure ihe building designer..or general guidance rduring construction is the egardilnlg of the Suite 109 fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/rPIl Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Oitrus Hr 0h cc�ALagFritn Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. /Job Truss Truss Type Qty Ply POLYGON PL15-264 UPPER F04 /Floor 12 I 1 R45124651 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 112014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFk9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMim6rT v91TEGty1hJmpVygBiP 2-6-0 I 1-8 -6 I I 1"2-0 I I x6-14 I Scale=1:25.0 1.5x3 II 3x4= 1.5x3 iI 3x4= 1 2 1.5x3 II 3x4= V 3 4 53x4= 6 7 8x3 II _ .. I o �/ 1 11 10 . 13 12 0 3x4= 3x6= 1.5x3 II 1.5x3 II 3x6= 3x4= I 7-0-14 17-7-1418-2-14 14-4-4 7-0-14 Plate Offsets(X.Y)— [4:0-1-8.Edge].[5:0-1-8.Edgel 0-7 0 a7-o 6-1-6 I LOADING(psf) SPACING- 1-7-3 CSI. TCLL 40.0 Plates Increase 1.00DEFL. in (loc) I/d9fl 80 PLATES GRIP TCDL 10.0 TC 0.219 Vert(LL) -0.117 12 >999 360 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 MT20 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2010/0,3-4=2010/0,4-5=-2110/0,5-6=1999/0,6-7=1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,4-13=317/104,7-9=1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to beating 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. �1 c=D PR0FFS 02 ¢- .%9782P r' .�7 OREGON oma``' �9ir f'+4 UL R� • EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEM/F7473 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 �x ierector.Additional s for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibil5ty of the fabrication,qualify control,storaermanent ge,delivery,erection of the structure is the and bracing. onresponsibility ASI/rPl l Qualof the ms Criteria,DSBner -89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Mitek' 7777 Greenback Lane Suite 109 (:itmc Heights OA g5R1n Qty Ply POLYGON R45124652 Job Truss (Truss Type 4 I 1 (Job Reference(optional/ (FOS (Floor PL15-264_mber8 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 Pacific Lumber 8 Truss Co., Beaverton,Oregon ID:DFkz9p3tCrPAGZ30 S Jul 11201 B-U_WJOuZejokyf.SGMIm613.9.56 201 1 PagehJmpVyqBiP 2-0-101-2-0 1 1 0-8-14 1 1 9-6-0 1 1 I I Scale=1:18.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3 3x4= 4 5 6 1 2 = 0 1. 1:§. 10 9 8 1.5x3 11 1.5x3 II 3x6= 3x4 3x4= 9-7-0 1 2-3-10 2-10-10 3-5-10 2-3-10 1 0-7-0 1 0-7-0 1 6-1-6 Plate Offsets(X.YI— [2:0-1-8,Edge].[3:0-1-8.Edge] PLATES GRIP SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATT20 GRIP 220/195 LOADING(psf) Vert(LL) -0.05 8-9 >999 480 TCLL 40.0 Plates r Increase 1.00 TC 0.25 Vert(TL) -0.08 7-8 >999 360 TCDL 10.0 Lumber Ina: YES1.00 'NB0.36 Horz(TL) 0.01 7 n/a n/a BCLL 0.0 Rep Stress Ina: YES WB 0.22 Weight:44 lb FT=0%F,0%E BCDL 5.0 Code IBC2012ffP12007 (Matrix) BRACING- TUMBER- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2x4 DF No.1&Btr(flat) end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid rtiadirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.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. Ep.PROp,. ' co � SINE s/ :89782PE 9r; J 7/41.2 `y7 •REGON oe PAUL 0 EXPIRES: 12131/2016 August 7,2015 1 arm ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. MI Design valid for use only vaith Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. MiTek° Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for erector.Additional permanent individualweb 9 orf the ovebers rall siruditional cture is thepesponsbil fy ofithe building destability signer..or general guidance ron is the egarding ig of the Suite 109 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP[1 Quality Criteria,DSB-89 and BCSI Building Component Cit 7777 rus Ile gh c`r`Ak a45fi10 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Job (Truss (FlTrussoor Type 11 1 Qty Ply POLYGON PL15-264 UPPER F07 845124654 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(Optional) 7.530 s Jul 11 MiTek Industries,Inc.Fri 07 1&53:58 2015 Pae 1 ID:DFkz9p3tCrPAGZnVberKOtyJvg6-QMe3pdbPFP_gRuz0g0nnEBGYKrz? DBEU?ottOygBiN 1-9-14 1-2-0 0-8-14 2-6-0 Scale=1:17.6 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1 2 3 4 1.5x3 II 5 6 e ° e O ' N e C _ O O J r 11 10 9 8 1.5x3 II 1.5x3 II 3x6_ 3x4= 3x4= 2-0-14 4-4 1 2-7-14 3-2-14 I g 2-0-14 0-7-0 0-7-0 Plate Offsets(XVI— [2:0-1-8,Edge],[3:0-1-8.Edge] 6-1-6 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in loc 1/deft Lid TCLL 40.0 Plates Increase 1.00 TC 0.24 ( ) MLATES GRIP TCDL 10.0 Lumber Increase 1.00Vert(LL) -0.08 8-9 >999 480 MT20 220/195 BCLL 0.0 Rep Stress Incr YES BC 0.36 Horz(TL -0.08 7-8 >999/a 360 n/a BCDL 5.0 Code IBC2012/TPI2007 WB 0.22 Horz(TL) 0.01 7 n/a n/a (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Snructural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. 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=-940/0,45=-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. ��Ep. PR 6FF � N ,INFQ040 Q44. 89'782PE 2r' 9 •REGON q r �5, e�- Ems'IRES: 12/31/2016 August 7,2015 .1111 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. _ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown �p is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilrity of the fabrication,qualityll con control,storaermanent ge,delivery,erection and bracing, onof the overall structure is the lt responsibility ANSI/TPlt Qualify Criteria,DSB-89neral SCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Mitek` 7777 Greenback Lane Suite 109 r:itntc H>ights,CA 95610 Job Truss Truss Type 1 Floor Qty Ply 11 POLYGON R45124653 PL15-264_UPPER F06 Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:DFkz9p3tCrPAGZnVberKOtyJvgB-yA4hbHamUSspGpReg3G?e203vZYzhM5FL3JLyygBiO I 2-6-0 1 2-1-12 11 1-2-0 110-48 1 2-3-0 I 1 1-20 11 1-4-0 1 1.6-0 1 Scale=1:27.8 1.5x3 II 1.5x3 II 3x4— 1.5x3 I I 3x4= 1.5x3 I I 3x6= 1.5x3 II 11.5x36 0 7 8 g 10 I I 3x5= 2 3 4 5 o ' 1 0 11.4444444444444444 ..0•0•••••••••00 o a rii e e e '_A 1 16 15 14 13 12 11 3x4= 3x4= 3x4= 3x6= 1.5x3 II 3x5= 3x4= 12-10-12 11-8-12 2-3-12 15-11-12 I 4-10-12 I5-5- 16-0-0 15-8-00-7-0 10-7-0 1 3-1-0 1 4-10-12 0-7-0 0.7-0 Plate Offsets(X.Y)— [7:0-1-8.Edge].[12:0-1-8.Edge].[15:0-1-8.Edge].[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 12 480 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a Weight:72 lb FT=0%F,0%EBCDL 5.0 Code IBC2012TTPI2007 (Matrix) BRACING- TOMBER- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2x4 DF No.1&Btr(flat) end vertcicals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid rtiadirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2351/0,3-4=-2351/0,4-5=-2351/0,5-6=2679/0,6-7=-2679/0,7-8=1863/0,8-9=-1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=-304/0,4-15=0/264,8-12=-448/0,2-17=1585/0,2-16=0/983,7-14=0/950,6-14=-281/0,5-15=-490/0, 9-11=-1159/0,9-12=0/1121 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,t¢0p. PROF c5 0.x..0 •-,� `r�02 • �� 89'782PE c an 97f OREGON 2o4°Q- "7,9 °IRV A5' -?v k PAUL R� EXPIRES: 12/31/2016 August 7,2015 r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02116/1015 BEFORE USE. Design valid for use only with Mifek 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 MT I is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. SuesClnIc Hrights,CA 05610 Job Truss PLI5-264 UPPER i Qty ®POLYGON F08 Pacific Lumber&Truss Co., Beaverton,Oregon 2 R45124655 Job Reference o.tional ID:DFkz9p3tCrPAGZnVberKOtyJvg6uZBSOzc10J6XW7IbIXUJTkTSMGNFRRi2118;Qp1 1, 1 2 —_ J gyg13iM Scale=1:28.5 1.5x3 II 3x5= 1 1.5x3 II 1.5x3 II 3x4= 1.5x3 II � 2 g 4 5 3x4= 1.5x3 II 4x4= _ 1.0x3 H w_ w w 7 8 9 10 i_i / iIfLLTJL Icc4 16 15 �/ 3x4= 14 3x4= 3x4 = 13 12 3x6= 1.5x3 II 4x4= 3x4= 410.12 • 12 ••-0-1212-10-12 11-8-12 23-12 ate offsets Y— 7:0-1-8 Ed.e 1 :0-1-8 Ed.e 15:1- I I -' 16-4-4 -8 Ed.e 16:0-1-8 Ed.e ' ' ' ' LOADING(pst) SPACING- LOA 40.0 1-7-3 CSI. DEFL. in (loc) I/deft L/d Plates Increase 1.00 TC 0.71 PLATES GRIP TCDL 10.0 Lumber Increase 1.00 Vert(TL) -0.25 1415 >783 480 BCLL 0.0 Rep Stress lncr YES BC 0.76 HorzTL) 0,05 1411 >501 360 MT20 220/195 BCDL 5.0 Code IBC2012/TPI2007 � 0.52 Horz(TL) 0.05 11 n/a n/a (Matrix) LUMBER- Weight:73 lb FT=0%F,0%E TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 17=714/0-4-4,11=714/04-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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. � (, D. PROres cl' tNCaWEk:, c9/0 (c.e '- 89782PE r' III . 9 •REGON >; i'7 -IFiyi5 JQQ' '°l U L R• EXPIRES: 12/31/2016 .-.% . , .,.. August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev.02/16/2015 BEFORE USE Design valid for use only with lutTek 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 Ni.is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the � erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/fill Qualify Criteria,DSB-89Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. and!SCSI Building Component Suite 109 M�109 7777 Greenback Lane QtY Ply POLYGON 845124656 Job Truss 4 I Fos Job Reference o•tional PL15-264 UPPER 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug07 13:54:00 2015 Page H BiL Pacific Lumber&Truss Co., Beaverton,Oregon ID:DFkz9p3tCrPAGZ30 0 Jul 12014 iTok I cf0E07HADVAug 071XZnb0 2015 age Yq _ z .. -- Scale=1:28.2 4x4= 1.5x3 II 3x4= 1.553 II 1.5x3 II 355—_ 1.5x3 II 1.5x3 I I 3x4= 7 8 g 10 11 x3 I I 3 4 5 6 7 8 Aim v iarea_./11111111111111111111111111111111111111111111111116.- .1j11 -••,IIIIIIIIIIIAIIIII I 411111111.-- eiemammiMIMMImmimmmiMmwmwmIMMimmimatiimimilmmiMASZSamMamoMMIMMMmadammommitia Ci 15 14 13 12 1 16 3x6= 1.5x3 II 4x4= 3x4= 3x4= 3x4= 354= 12-10-12 16-z-S 11-6-12 2-3-12 - 4-10-12 5-5-12.--1z •• r r r. r _ _ r Plate♦ffsets :0-1-B Ed•e 12:0-1-8 Ed.e 15:' 1-8 Ed.e 1.:0-1-8 Ed.- GRIP 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATEST20 GRIP LOADING 40.0 SPACING- TC 0.74 Vert(LL) -0.24 14-15 >797 480 Plates IncreaseIncrease 1.00 Vert(TL) -0.38 14-15 >510 360 TCLL 40.0BC 0.74 TCLL 10.0 Lumber IncrYES1.0S WB 0.51 Horz(TL) 0.04 11 n/a n/a Rep Stress Incr Weight:73 lb FT=0%F,0%E BCLL 0.0 Matrix BCDL 5.0 Code IBC2012ITPI2007 (Matrix) BRACING- LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid rtiadirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) 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. BOT CHORD 16-170/1493 5-16=0/2402,14-15=0/2656,13-14=01 993,12-13=0/1993,9 2 13 0//1993911-12 0/1545=-1993/0=0 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 desig' e at'oint s 11. 2)Provide mechanical connection(by others)of truss to bearing pJ () 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,0) PROFFS co v\GIN4- `s/61 °CI 2 44 p 8°?82PE c" c$7 OREGON 2oN. �. 1, �AlRY15, 4¢ 9kp, UL c' EXPIRES: 12131/2 01ust8 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 MOek 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 Bracing shown NIII is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 7777 Greenback Lane erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Suite 109 fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Symbols PLATE LOCATION AND ORIENTATION Numbering System ® General Safety 1 3/4' Center plate on joint unless x, 6-4-8 Notes ®��S offsets are indicated. y dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property :-� Dimensions are in ft-in-sixteenths. (Drawings not to scale) h Damage or Personal Injury Apply plates to both sides of truss and fully embed teeth. 1 2 TOP CHORDS 3 1. Additional stability bracing for truss system,e.g. Q-1/16 diagonal or X-bracing,is always required. See BCSI. IIIIIMEgmum 2. Truss bracing must be designed by an engineer.For _ 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 111111Aor a bracing should be considered. O � 3. Never exceed the design loading shown and never For 4 x 2 orientation,locate O �yQ. stack materials on inadequately braced trusses. plates 0-14d' Q 4. Provide copies of this truss design to the building from outside BOTTOM CHORDS ~ designer,interested parties. ,property owner and edge of truss. all other interested parties. 8 7 6 5 5. Cut members to bear tightly against each other. �� This symbol indicates the JOINTS required direction of slots in AROUNDTHE TRUSS STARE GENERALLY TING AT THEJOINTFARTHEST O CLOCKWISE 6. Place plates on each face of truss at each Connector plates. joint and embed fully.Knots and wane at joint THE LEFT. locations are regulated by ANSI/TPI 1. *Plate location details available in MiTek 20/20 7. Design assumes trusses will be suitably CHORDS AND WEBS ARE IDENTIFIED BY END JOINT protected from software or upon request. NUMBERS/LETTERS. the environment in accord with ANSI/TPI n 1. 8. Unless otherwise noted,moisture content of lumber PLATE SIZE shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 4 x 4 width measured perpendicular to slots.Second dimension is ESR-1311,ESR-1352,ESR1988 10.Cambebilt non-structural consideration enerand is the length parallel to slots. ER-3907,ESR-2362,ESR-1397,ESR-3282 responsibility of truss fabricator.General practice is to camber for dead load deflection. LATERAL BRACING LOCATION 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. j% Indicated by symbol shown and/or by text in the bracing section of the 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that specified. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing 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. Indicates location where bearings 15.Connections not shown are the responsibility of others. (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior Mon ©2012 MiTek®Alf Rights Reserved a number where bearings occur. approval of an engineer. Min size shown is for crushing only. 17.Install and load vertically unless indicated otherwise. J.,� INNS co 18.Use of green or,health otreated lumberrpertorm maanceo sks.Co Industry Standards: environmentalnte twith ANSI/TPII: National Design Specification for Metal project engineer before use. Plate Connected Wood Truss Construction. is not sufficient.19.Review all portions of this design(front,back,words DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, and pictures)before use.Reviewing pictures alone Guide to Good Practice for Handling, i�" 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate Connected Wood Trusses. ANSI/TPI 1 Quality Criteria. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 26'-0' 22'-0" 4'-0• K a > .7 11111111111111116:12 - 6:12 Ie I v — sI� - I_ -I I_I -I 1- _J.1:—____ _______ ,_ N!? iw�= O WZU , -- H m O U O N W ._ � m W wzta v '— —I — — H IIIII16'-0'O > w2oom c —I , `--_—I�NirA�A' a — cc�.acDtwa. v N CO CCOO 2 -'"'"- 1... I --"'I.. G C O O O¢o O.� Q —I 163.kighlr —�_ I_I1' CZ,zi ZzooLLco— aOOs0 < zUam I /////I O O W O a w 0 0 7> CC GI 0 X3LLoa m i w I-1,` i alf AI— ® CONFORMS TO DESIGN CONCEPT pain I CONFORMS TO DESIGN CONCEPT WITH I "it �,I,I,I REVISIONS AS SHOWN --I---- ri v El NON-CONFORMING-REVISE AND RESUBMIT ■_ '' r, THIS SHOP DAATINO HAS BEEN REVIEWED FOR GENERAL CONFORMANCE IOITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY OVER THIS SHOP ORATING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. By: Aichaela R Petersen Date:F __,:nv n m CT ENGINEERING INC 26'-0■ BUILDER: POLYGON NW ISSUE DATE' ©CopyrightCompuTruslnc.2006 ABOVEPLANTPROVIDED LYR FER TRUSS 09/12/14 PLACEMENT ONLY.RESA TO D PROJECT TITLE TRUSS CALCULATIONS AND 7-B N H KD REVISION-1: DRAWINGS FOR ALL FURTBUILDING ENGINEERED ER PLAN: INFORMATION.BUILDING DRAWN BY: ESIGNE ER/ENGINEEROFRECORD illin r 7-B NH / B-NH REVISION-2: TO TRUSS NOBUILDI S CHECKED BY: E TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO DELIVERY LOCATION: REVIEWRIOTO APPROVENRUCTI TRUSS SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. COMPANY 0,11"- 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 26'-0' 4'-0' i22'-O a - 6:12 6:12 C4 (4� m to co 6:12 C2(10; CV 4. 2 1 — �' —EA— — — 117 _ C `o m ; zw 1//�1 U B3 aw3� = prwLL z O N W 16'-0' 3 v �s�. G, \ a a °C ���o o = W W a �w p O _ IIII CNI Z Up- vWi ���w Ce 0 om 0/0& Z Z z w ! Q L7 U I -2' t—` 2 zc u1 n Uz o _ 1 B2 (5 W GW 2 Z EL.,°P_ Q m _. z "0.A14. '�— O OCEtL z =UopQ CZZ 28,';LLz =2O G zwQ CO 5 G ZZon Wz _0000 u um z N ViK_ = CO 4112 IW ❑ ❑ moam CO 01)TO DESIGN CONCEPT 2."? / / W ❑ CONFORMS TO DESIGN CONCEPT WITH 1 Illill REVISIONS AS SHOWN ❑ NON-CONFORMING-REVISE AND RESUBMIT \ THIS SHOP DRAWING HAS BEEN REVISED FOR GENERAL CGNFOAI,ISNCE APSE THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABAICATORNENDOR OF RESPONSIBILITY FOR CONFOAfENCE BITS THE DESIGN DRAVIINGS AND SPECIFICATIONS ALL OF Y.HICH HAVE PRIORITY OVER TAGS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL Di6ENSIONS. By: EGNANRla A,Petersen Date:February II,2010 CT ENGINEERING INC 264r O Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 09/12/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: DRAWINGSFURTHERRAEDSAFOR LLR USSCO NECTIOS.BUIL I Viiiber 7-B NH KD INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN' DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 7-B NH / B-NH CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW ANDDAPPROVE OF ALL & TRUSS COMPANY DELIVERY LOCATION: SCALE' REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.11"—1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. .... mit MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 7-B NH KD ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1589666 thru K1589681 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 's PRl7 F6s 89200PE r 174. ,,OREGON $ 'frIk-nRlC L 4 I III IP I°A.m 1 b-:-. ." December 10,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 ODOR #103TR SPACED 24.0" S.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=21.2f t, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF End vertical(s) are exposed to wind, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 8-03-04 8-03-04 f '( 12 f 12 IIM-4x4 Q 6.00 6.00 I M O t Cc l O O M-3x4 M-3x4 vD PROr- y y c� GINE 7 �/ 1-00 c ®9200F E f 441P ----- • JOB NAME : POLYGON NW PLAN 7—B NH — Al COPP Scale: 0.4000 OREGON WARNINGS: GENERAL NOTES, unless otherwise notetl �' 1 r '\.41 fr �(�tm +\ 1.Bustler and erection contractor should be advised of all General Notes 1.This design's based onty upon the parameters shown and s for an individual ir- Truss: Al and Warnings before censtrucinn commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+ Design oral on of component is the responsibility of the building deagner. B.Additional temporary bracing to insure stability during censtruBan 2 Des gn assumes the lop and veltom chords to be laterally braced at _ R R 11 �, 2 o.c.and at tO o.c.respectively unless braced throughout thea length by r7 R}4 is the responsibility of the erector.Additional permanent bracing at continuous sheathing such as plywood sheathing(TC)and/or drywall(BG). DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE : K 15 8 9 6 6 6 4.Na bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners be used in a ateners are complete and at no time should any loads greater than 6.Design assumes Maws are 4• nen-oorroeive environment, EXPIRES: 12/31/2015 design loads be applied to an nt. and are for condition" use. TRANS ID: LINK gn pP any 8.Design assumes full beadng at all supports shown.Shim or wedge if December 10,2015 5.CompuTrus has no control over and assumes no responsibility for the necess fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subled to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPNNlCA in SCSI,copies of which vela be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sAe of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by LUMBER SPECIFICATIONS Pacific Lumber and Truss-BC TC: 2x4 KDDF #1&BTR TRUSS SPAN 16'- 6.5" LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WA/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR 1- 2=( 0) 50 2- =(-378) 1540 3- 8=(-326) 309 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 6 2- 3=(-1751) 477 8- 6=(-431) 1540 8- 9=(-121) 934 LOADING 3- 4=(-1351) 268 8- 5=(-326) 306 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1351) 256 BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1751) 502 OVERHANGS: 12.0" 12.0" TOTAL LOAD= 42.0 PSF 6- 7=( 0) 50 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. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -125/ 809V -82/ 82H 5.50" 1.29 KDDFPE(C625) 16'- 6.5" -125/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.075" @ 8'- 3.2" Allowed = 0.781" MAX TL CREEP DEFL = -0.141" @ 8'- 3.2" Allowed = 1.042" MAX TLMCREEP DEFL = -0.003" @ 17'- 6.5" Allowed = 0.133" 8-03-04 8-03-04 fMAX HOAR. LL DEFL = 0.059" @ 16'- 1.0" 3-10-09 MAX HOAR. TL DEFL = 0.091" @ 16'- 1.0" 4-04-11 3-10-09 T f9-09-11 12 T 6.00 M-4x6 Q 6.00 12 Design conforms to main windforce-resisting system and components and cladding criteria. 0 4. " 4 ,0 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x3 in the plane of the truss only. M-1.5x3 3 5 „,....ziommimimmillIMER1.111mmimmink ... ..2.„ 8 M-5x8 ill M-3x4 o M-3x9 M o 1 O 6 ' 1 oO . 3.00 2 3.00 12 1 1 1-00 8-03-04 1 1 1 ,i, 8-03-04 1-00 16-06-08 i -• �' NG N JOB NAME : POLYGON NW PLAN 7-B NH - A2 $ PE Scale: 0.3183 / L4/5.L.✓-/ _ WARNINGS: GENERAL NOTES, Truss: A2 Builder and erection contractor should be advised of all General Notes unless otherwise par noted and Wam ngs before construction commences. 1 This design Is based only upon the parameters shown and Is for an individual c p 2 2x4 compression bracing building component.Applicability of design param eters and proper OREGON press an web brecn must be installed where shown 4. rporehon of component stns responsibility fthe buildingtleagner ___((( 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be literally braced at //�� py(� .. DATE• 12/10/2015 s the responsibility of the erector.Additional permanent bracing or T a c and at l0 o c.respedwely unless braced throughout their length by 4,/ �. (.'^ ".., the overall structure stns responsibility or the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). SEQ. : Ki5 8 9 6 6 7 4 No baa should be applied to a component until after all bracing d 3 D lmpad bridging or lateral bracing required where shown++ R R I t�- rastenersare complete and at no time should an loans g an 4 Installation of trona is me responsibility or me respective contractor. TRANS ID: LINK design loads be applied to any component. y greater than 5.Design assumes trusses are to be used In a non-corrosive environment, pone M. and are for"dry condition"of use. 5.CempuTrus has no control over end assumes no responsibility for the 8.De sign assumes full bearing at all supports shown.Shim or wedge If fabrication,Is furhandling,ed subjecment and installation of mmpby S. ryEXPIRES: 12/31/2015 6.This design Is famished subject to the limitations set forth by 8.Design assumes adequate drainage is truss, provided. TPIM/rCA In BCSI,copies of which will be furnished u 8.Pies ssnci be located on elfacesol truss,antl placed so their center December 10,2015 Pon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTws Software 7.6.7(1L)-E g.Digits indicate Een of plate in inches. 10.For basic connector plate assign values see ESR-1371,ESR-1988(Mirk) k) This design prepared from computer input by Pacific Lumber and Truss-BC DF/Cq=1.00 TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/D 1_ IB( 1) 50 2E1BE(-FOR) 92 10- DF/ -12) 169 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 TC: 2x4 KDDF #1&BTR2- 3=( -69) 347 10-11=(-255) 90 3-11=( -470) 164 SPACED 24.0" O.C. 3- 4=(-146) 779 11-12=(-682) 251 4-11=(-1145) 248 BC: 2x9 KDDF #1&BTR 4- 5=( -74) 220 12-13=( -48) 472 4-12=( -95) 806 WEBS: 2x4 KDDF STAND LOADING 5- 6=( -85) 246 13- 8=(-241) 848 5-12=( -361) 143 LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 6-(-585) 40 12- 2=) -765) 194 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-566) 274 2-16-( 0) 450 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 8- 8=( 0) 50 16- 3=) -390) 450 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.504 or mbers at non-structural 0'- 0.0" -61/ 213V -135/ 135H 119.00" 0.34 KDDF ( 625) vertical members (uon). BOTTOM CHORD CHECKED FOR DSPAC LIOE LOAD. TOP 5'- 1.0" -72/ 109V 0/ OH 119.00" 0.17 KDDF ( 625)AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 11.0" -231/ 1605V 0/ OH 119.00" 2.57 KDDF ( 625) 26'- 0.0. -109/ 613V 0/ OH 5.50" 0.98 KDDF ( 625) REFER TO COMPUTRUS STANDARD ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. GABLE END DETAIL FOR DETAILS NOT SHOWN. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.036" @ 21'- 8.1" Allowed = 0.781" MAX TL CREEP DEFL = -0.065" @ 17'- 8.8" Allowed = 1.042" 13-00 MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" 13-00 MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 5-02-12 4-08-04 3-01 4-07 4-00-05 T 4-04-11 MAX HORIZ. LL DEFL = 0.021" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.034" @ 25'- 6.5" 111)4-4x4 12 M-1.5x4 4.0" Design conforms to main windfoxce-resisting 6.00 M-365 .(,(M-3x5 M-1.5x9 system and components and cladding criteria. M 3x5 i 1z M-3X4 M-3x5 6.00 Wind: 190 mph, h=22.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), qY� M-3x4 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. oor M-3x6 M-1.5x3 M-2.5x4 or eq:b9m: !tt :l al at dgl inits> et board areas only. I oA M-3x8 B o M-ll�x3 114-5x10 0 M-3x4 a 3.00 3.00 12 y 12 ), y y p PR Opts y 9-11 3-01 4-08-12 8-03-04 -Co '14? ` c'14? /49 9y.. '.. y y l'a y y y y 8-03-04 1-00 `,Y 1-00 9-11 7-09-12 y y �, . • $9200 E 1 y 1-00 26-00 1-00 JOB NAME : POLYGON NW PLAN 7-B NH - B1 -AO.'1Scale: 0.2048 QIP ©RF-OON�t„ 4 GENERAL NOTES, unless otherwise noted: tom, ^ ' q/'\ _ WARNINeS: This design is based only upon the parameters shown and is for an Individual / ! .ry,V 1. 1 and Warnings and erection or construction shouldcommences. be advised of all General Nates building component.Applicability of design parameters and proper Truss B 1 and before cons tact on commences. incorporation of component Is the responsibility of the building deagrer. • �` 2.2x4 compression web bracing must be installed where shown a. 2;Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 7 continuous and at 10'os.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown e a DATE• K 12/10/2015 pp any component4.Installation of truss is the responsibility of the respective contractor. K1589668 4.No load shouldbea appliedany loads 5.Design assumes trusses are tobeused leenon-oero&Ne environment, EXPIRES: 12/31/2015 SEQ.: fasteners are complete and at no time should any loads greater thanand are for"dry condition"of use. TRANS ID• LINK design loads be applied to any component. 8.Deegnassumes full bearing atall supponsshown.Shim orwedge if December 10,2015 5.CompuTrus has no COMM;aververandantl assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicete size of plate In inches. MiTek USA,Inc./CompuTnls Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" TC: 2x9 KDDF #1OBTR IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF #10BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-297) 1594 10- 3=( 0) 228 WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. 2- 3=(-1866) 361 10-11=(-299) 1591 3-11=( -378) 107 LOADING 3- 4=(-1479) 359 11-12=(-171) 1308 4-11=( -85) 76 TC LATERAL SUPPORT <= 12"0C. UON. 4- 5=(-1343) 362 12-13=(-436) 2628 9-12=( -183) 151 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1368) 346 13- 8=(-616) 2769 5-12=( -207) 953 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF 6- 7=(-2946) 590 12- 6=(-1726) 395 OVERHANGS: 12.0" 12.0" 7- 8=(-3195) 715 6-13=) -191) 1428 8- 9=( 0) 50 13- 7=( -104) 165 LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 26'- 0.0" -179/ 1206V 0/ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OH 5.50" 1.93 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.170" @ 17'- 8.8" Allowed = 1.254" MAX TL CREEP DEFL = -0.335" @ 17'- 8.8" Allowed = 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" 13-00 MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" 13-00 5-02-12 9-08-04 3-01 4-07 4-00-05 9-09-11 MAX HORI2. LL DEFL = 0.098" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.162" @ 25'- 6.5" 12 6.00 M-4x6 12 Q 6.00 Design conforms to main windforce-resisting 9 0" system and components and cladding criteria. 5 ,(7( Wind: 140 mph, h=22.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=l.6, 4 End vertical(s) are exposed to wind, 444 M-3x6 Truss designed for wind loads in the plane of the truss only. M-3x9 3 M-1.5x3 7 ee�� 13 m ,fes IIIIIM-5x6 =M-9x4 o ( y o 12 M 1 +.?,- - to �-�'� M-3x10 0 10 r}M-3x4 a a' M-1.5x3 M-5x10 6o 1 0 .. 3.50 3.00 12 12 1 1 1 ,1 1 1 5-01 9-10 3-01 4-08-12 8-03-04 • J. 1 1 1 1 1 VO PRQp 1-00 9-11 7-09-12 8-03-04 1-00 ---.'S - I 1 26-00 1 .4, :..04(?1.�� 'r©2 89200PE r JOB NAME : POLYGON NW PLAN 7-B NH - B2 Scale: 0.2098 • WARNINGS: ft '• I.Builder and erection contractor should be advised of all General Notes 1.GENERAL NOTES, unless others se noted. G 4 Truss: B2 endWamngsbenneconstruction ontratorshcommences. This design sbased only upon the parameters shown and s for anindividual +7 QREGON building component.Appllcebiliry of design parameters and proper / yAam-- 2.204 compression web bracing must be Installed where shown a incorporation of component Is the responsibility of the building designer. N 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords braced to be laterally braced at I� Y ' �� is the responsibility al the erector.Additional permanent bracing of 2oc and at l0'oc respectively unless throughout their length by / �(„ DATE: 12/10/2015 the overall structure s the responsibility of the building tlesigner continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). S SEQ.: K1589669 4.No load should be applied to any4.In Impactbridgingtruss or thterelpracngry of the respreshe co to /](���� compon ntl after all bracing and 4.Designlas of truss is es are tob responsibility of orlon.respective non-corrosive cr. P.A fasteners are complete and at no time should any boas greater than 5. assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry contlRlon"o(use. 5.CampuTrus has no control over and assumes no responsibility for the 8 egssaassumes full bearing at all supports shown.Shim or wedge if EXP fabrication,handling,shipment and installation of components. cery I RES: 12/31/2015 .. 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. TPINVTCA In BCSI,copies f which will be fumished upon request. 8.Pless shall ee with n on both faces of buss,and placed so their center December 10,2015 o ques lines coincide with joint center lines. Digits indicate sae of plate in inches. MiTek USA,InofCompuTrus Software 7.6.7(1 L)-E 3 1 A For basic connector plate tleslgn values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER SPECIFICATIONS 1- 2=( 0) 50 2- 8=(-270) 1528 3- 8=(-383) 258 TC: 2x4 KDDF' #L&BTR LOAD DURATION INCREASE = 1.15 2- 3=(-1613) 396 8- 9=(-129) 1001 8- 9=(-128) 638 BC: 2x4 KDDF STANTR SPACED 29.0•• O.C. 3- 4=(-1590) 399 9- 6=(-298) 1528 4- 9=(-128) 638 WEBS: 2x4 KDDF STAND LOADING 4- 5-(-1590) 399 9- 5=(-383) 258 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 396 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7=( 0) 50 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -179/ 1206V -134/ 134H 5.50" 1.93 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0" -179/ 1206V 0/ OH 5.50" 1.93 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=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" @ 27'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.043" @ 25'- 6.5" 13-00 13-00 esign rms to 6-09-04 6-02-12 'f6-02-12 6-09-04 esisting ssystem and fccomponents iand l cladding criteria. � ,� 'f 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 6.00 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" End vertical(s) are exposed to wind, 4 l'-,f Truss designed for wind loads 0 y in the plane of the truss only. M-1.5x3 M-1,5x3 3 \ / M O M nm M �' 9 a 8 M-3x4 i 6 7 M-3x4 M-3x9 M-3x9 o 0 M-3x5(S) l 1 )' y 8-10-03 y 8-03-11 8-10-03 y cO PRar 5� b 10-00 16-00 y * �-' �G NE '9 ,'� 1-00 26-00 1-00 ..ct.- -. --57.c., -.89200PE -00 $ 40.PE JOB NAME : POLYGON NW PLAN 7-B NH - B3 Scale: 0.2048 - WARNINGS: GENERAL NOTES, unless otherwise noted. 0 OREGON �"� �rt 1.Bolder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual �J'� y. Truss: B3 and Warnings before construction commences. building component Applcablity of design parameters and proper ph.--(.)1w (�� incorporation of component is the responsibility of the bolding designer. _'"'/1( 1,4f 9 - 2 2z4 compression web bracing must be installed where shown+ 2 Design assumes the lop and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 7 o c and al 10'o c respectively unless braced throughout their length by s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). _ - F -R ILS. DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.W Impact bridging or lateral bracing required where shown.. S E K15 8 9 6 7 0 4.No load should be applied to any component until after all bramng and 4 Installation of truss'stile responsibility of the respective contractor. 4. • fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, and are for"dry condition'of use. [s TRANS I D• LINK design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 S.CompuTms has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 6.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TP MICA in BC51,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-7958(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF ; TRUSS SPAN 27'- 0.0" LOAD DURATION INCREASE = 1.15 IBC 2012 MAX0MEMBER FORCES 9WR/DDF/Cq=1.00 2x6 KDDF #16BTR T2 1- 2=( 0) 50 2- 8=(-257) 1288 8- 3=( 0) 227 BC: 2x4 KDDF #166BTR SPACED 24.0'• O.C. WEBS: 2x9 KDDF STAND 2- 3=(-1539) 383 8- 9=(-259) 1285 3- 9=(-448) 138 LOADING 3- 4=(-1080) 364 9-10=(-293) 1265 9- 4=( -94) 564 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 0) 0 10- 7=(-293) 1268 9- 6=(-437) 200 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 4- 6=(-1063) 337 7-11=( 0) 4 6-10=( 0) 153 TOTAL LOAD = 42.0 PSF 6- 7=(-1495) 390 OVERHANGS: 12.0'• 12.0•' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE S IN. 0'- 1.6" -227/ 1015V -97/ 102H 3.50" 1.69 ROOF(SPECIES)( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 11.6" -227/ 1015V 0/ OH 53.50" 1.62 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 25'- 8.8" 0/ 52V 0/ OH 0.00" 0.00 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural vertical members (uon). !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Unbalanced live loads have been MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100 considered for this design. •' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0'• Allowed = 0.133" MAX LL DEFL = -0.041" @ 11'- 0.0" Allowed = 1.054'• MAX TL CREEP DEFL = -0.084" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" MAX SORIS. LL DEFL = 0.020" @ 25'- 8.8" MAX HORIZ. TL DEFL = 0.033" @ 25'- 8.8" 13-00 Design conforms to main windforce-resisting T 14-00 system and components and cladding criteria. 5-11 5-01 2-00 3-01 T f f f r- / 10-11 Wind: 140 mph, h=22.9f t, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 s -M-4x9+ f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-9x6 z` 12 load duration factor=l.6, End vertical(s) are exposed to wind, y Q 6.00 Truss designed for wind loads A in the plane of the truss only. M-3x4 M-2.5x4 or equal at non-structural diagonal inlets. M-3x4 3 Z'2 6 + + rh 0 a M-3x4+ 1 2 ; If -1- $ % o o M-3x4 M-185x3 90.25" M-1.1 :..r-7:1 M-5x8(5) M-3x4 0 • � ROfiy y y y � , `-(9-- 5-02-12 5-02-12 9-09-04y y y1-00 26-00 4 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - B4 _ Scale: 0.2298 1.�1��_ WARNINGS: GENERAL NOTES, unless otherwise notatl [� G n' Truss B9 Builder and erection contractor should be advised of all General Notes This designs based only OREGON and Warnings before construction commences. buildingcponihe parameters parameters and proper individual xYs 2.2x4 compression web bracing in component Anent isllih of design parameters and proper �/"� �'` n` 1 gmust be installed where shown incorporation of component the responsibility of the building designer. ( ' 4� T 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 111 DATE: 12/10/2015 Is the responsibility of the erector.Additional permanent bracing of 22 o c and at 10 o c.respectively unless braced throughout their length by � �� the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). SEQ. : K15 8 9 671 4.No load should be applied to any component until after all bracing3.Z.Impact bridging or lateral bracing required where shown++ fasteners ere complete and at no lime should anyloads h end 5.DeInssigntas of estr is tes re to be y i tae respective a environ TRANS ID• LINK design loads be applied to any component. greater then 5.and Design assumes Trusses"re use.used in a non orros eenvironment, Design for"dry condition"of use. rT S.CampuTrushas nocontrol over and assumes noresponsibility for the B nDesi nassumesfullbearingatallsupportsshown.Shimorwedgeif It,,�� EXPIRES: 12/31/201'5- fabrkation,handling,shipment and installation of components. ssary. December 10,2015 J 6.Thisdesign is furnished subject to the limitations set bah by T.Design assumes adequate drainage Is provided. TPINNCA in BCSI,espies of which will be furnished u on re 8.Plates shall be located on both faces of truss,and placed so their center p quest. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits indicate she of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC TRUSS SPAN 22'— 0.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. .mmmmmmmmm.mm•••• im•mii••i•ii••i•I•i BCMBER SPECIFICATIONS LOAD DUSPTIED INCREASE C 1.15 Design conforms to main windforce—resisting TC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. BC: 2x9 KDDF#1&8TR LOADING Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"O0. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All ph, hts), Enclosed, BODL Exp.A, MW-1S(Dir), BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF End vertical(s) are exposed to wind, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. y-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR DSPAC LIOE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 11-00 11-00 12 12 IIM-4x4 6.00 6.00 3 4 nl 2 ", �a o � M1 M-3x5(7) M-3x4 M-3x4 y 10-00 12-00 ! l O/ J- 1-00 22-00 89200PE t' JOB NAME : POLYGON NW PLAN 7—B NH — C1 �� Scale: 0.3558 A' GENERAL NOTES, unless otherwise noted r O�EG©N' � WARNINGS: 1.This design A based only upon the parameters shown and is for an individual IP 47 47 NNS 1 BuilderWarnings erection construction sutnoronoommencesed of all General Notes building component Applicebility of design parameters and proper ---!!! 1. Truss Cl and Warnings before sena ud on commences incorporation of component is the responsibility of the building designer. 413' 14 2.2x4 compression web bracing muss be InstNMd where shown*. 2.Design assumes the lop and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction T o c and at 10 o c respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DMe overall structure Is the responsibility of the building designer. a 2x Impact bridging or lateral bracing required where shown• SATE• 12/10/2015K 7 y wmponen4.Installation of truss is the responsibility of the respective contractor. S EQ.: K 15 8 9 67 2 4.No load should ml applied to at no t untily after all bracing and 5.Design assumes trusses are to be used in a non-corrosive environment, fasteners are complete and time should any loads greater than and are for"dry condition"of use. EXPIRES: 12/31/2015 .. design loads be applied to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge if TRANS ID: LINK 5.Compurrushas nocontrol over and assumes noresponsibility for the necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provideddao their center December 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and pace TPINYfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in inches. MiTek USA,Inc./CompuTrtis Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #15BTR TRUSS SPAN 22'- 0.0" LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WA/DDF/Cq=1.00 BC: 2x4 KDDF #16BTR 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 WEBS: 2x9 KDDF STAND SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 9=(-111) 492 LOADING 3- 9=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF 4- 5=(-1318) 338 9- 5=(-311) 220 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1509) 335 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF 6- 7=( 0) 50 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ SIG REQUIRED SPG ESA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS0H SIZE 1.66 (SPECIES)( 6 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 2'- 0.0" -119/ 1038V -109/ 10OH 5.50" 1.66 KDDF ( 625) 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/185 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" f 5-09-09 5-02-12 5-02-12 5-09-04 '� ,� Design conforms to main windforce-resisting 12 12 f system and components and cladding criteria. 6.00 p M-4x6 6.00 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 4.0" load duration factor=l.6, JuEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 M-1.5x3 1� era M-3x4 M-3x4 M-355(S) M-3x4 6 7 M-3x9 7-06-03 6-11-11 y y -I' 7-06-03 y y 10 00 y Rtp P R Qp` z 12-00 • 1-00 22-00 i-soy 5 G,(N� :„<>. '/ ..from JOB NAME : POLYGON NW PLAN 7-B NH - C2 Scale: 0.2933 -441111101%/e WARNINGS: G 1.Balder and erection contractor should be advised of all General Notes 1.ThW deNOTsb, unyupo theparnvise noted Truss: C2 and Wamngs before construction commences builds componeis nt. t.d oplyupbni ofdesi design parameters and is or an individual ©� �©N building component Applicability redesign paraooftersand ding der . N f 2.2x4 conal temporary web bracing must r e to Mi ad where shown a incorporation of component is the responsibility of the building g tleslgner A col 3 Additional temporary bacing to Insure slit Miry during construction 2 Design assumes the top and bottom chords to be laterally braced at 12/10/2015 is the responsibility of the erector.Additional permanent bracing of rc and at laic respectively unless braced throughout their length by � � , (r � DATE: the overall structure s the responslb I ty of the building designer continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). SEQ.: K1589673 4.Noloadshould beapplied toany com3 In Impact of orhlerelpracngtyof hewhp005econtractor. o to 4'FIR component until after all bracing and 4.Installation of truss is the responsibility of the respective contactor k-} 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non corrosive environment, TRANS ID: LINK design loads beapplied toany componem. antlarerordryrrndmmnorree. 5.Com W Trus has no control over and assumes no responsibility for the S Decessaesign assumes full bearing at all supports shown.Shim or wedge If �7 n [. 12/31/2015 I /20 5 fabrication,handling,shipment and instaihlion of components. ry. EXPIRES: 12/31!E.0 1 J.. B.This design Is famished subject to the Imitations set(Orth by �.Design assumes adequate drainage Ise press,an TPINOTCA In BCSI,copies B.Platess coincide with ith joint on teth(aces of truss,and placetlso their center December 10,2015 of which will furnished upon request lines shall be with center lines. MiTek USA,Inc./CompuTms Software 7.6.7(1 L)-E 9.Digits Indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-19813(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC TRUSS SPAN 22'— 0.0" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. . mm•mm•mm.•.im•.mm.mi•mmmmIIIIIll1lIIIlIIlllIl1lIIIIII1IlMIMIl1lIl.IlMIMlI.IMlMlI.11IIM.lMl.I.11MMMlI.M"MIlMMM' .M. ----mi.m•••.•m••mm••mm.m•imi BCMBER SPECIFICATIONS LOAD DUSPAIEN INCREASE C 1.15 Design conforms to main windforce—resisting TC: 2x9 ROOF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. BC: 2x4 KDDF #16BTR LOADING Wind: 140 mph, h=l5ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir) , DL ON BOTTOM CHORD= 10.0 PSF load duration factor=1.6, TOTAL LOAD = 92.0 PSF End vertical(s) are exposed to wind, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR DSPAC LIOE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 11-00 11-00 4 12 12 IIM-4x4 12 6.00 6.00 3 4 M 2 O "Ili. WW of M-3x5(5) M-3x4 M-3x9 l 10-00 12-00 30 R ort 1-00 22-00 Ca'' t Gf 1e' '/0 m:9--200PE r JOB NAME : POLYGON NW PLAN 7—B NH — C3 Scale: 0.3558 WARNINGS: GENERAL NOTES, unless otherwise noted: (+xg :_ OREGON 'CC I.Builder and erection contractor should be advised of all General Notes 1 This design k based only upon the parameters shown and is for an individual J `M3 building component Applicability of design parameters and proper .,�1 R � Truss C3 antlWarnmgsbeoreconstulloncommences ncoporalonofcomponent isthe responstblltyofthe buldngdesigner / '4, G 2 2x4 compress on web bracing must be installed where shown•. 2.Design assumes the top and bottom chords to be laterally braced at f�. 3.Additional temporary bracing to Insure stability during construction 2'o.c and at 11r o c.respectively unless braced throughout their length by ML's . .. G� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - R DATE' 12/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown t • 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : K 15 8 9 67 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. EXPIRES: 12/31/2015. TRANS I D• LINK design loads be applied to any component. 6.Design assumes full bearing stall supports shown.Shim or wedge if 5.CompuTmshasnocontroloverandassumesnoreaponsbilityforthe ne�aaary December 10,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage M provided. 6.Thk design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size oplte In inches. ESR-7988 MiTek MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate designlues see ESR-1311, ( ) This Pacifidesignc prepared Lumberand fromTruss-BC computer input by LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" TC: 2x4 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 BC: 2x4 KDDF #1&81U7LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-229) 1261 3- 8=(-311) 220 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 LOADING 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1318) 338 9- 5=(-311) 220 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1504) 335 6- T=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 103BV -109/ 1099 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HOAR. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL - 0.030" @ 21'- 6.5" 11-00 11-00 5-09-09 5-02-12 5-02-12 5-09-09 Design conforms to main windforce-resisting f f f f f system and components and cladding criteria. 12 12 6.00 M-9X6 Q 6.00 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 0„ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), q ,.0 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 1 M-1.5x3 3 M O O 2 r 9 r 1 I M-3x9 14-3x9 M-3x5(5) M-3x9 M-3x9 6 0 y 7-06-03 y 6-11-11 y y 7-06-03 l y y PR- r10-00 12-00 5LL' , 'y y y y � G(N /\ � 01-00 22-00 1-00 892001E JOB NAME : POLYGON NW PLAN 7-B NH - C4 /!*' Scale: 0.2433 WARNINGS: GENERAL NOTES, unless otherwise 1..--se note ['- A Truss: C4 1 Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown end is for an individual O' ,y ©RE.0 ON and Warnings before constructoncommences building component Applicability of design parameters and proper f(,� Il w c. 2 2x4 compression web bracing must be installed where shown rincorporation of component is the responsibility or the building tlesigner. V� 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at IFj1 �'' 14' r�Q�•I is the responsibl ly of the erector.AddRlonaI permanent bracing of 7 o c.and at i d o c.respectively unless bated throughout their length by '/ �` DATE: 12/10/2015 the overall structures the responsiblky of the building designer. continuous sheathing such as plywood sheathing(TC)hereshown drywall(BC) [/����'j'] ` SEQ.: K1589675 4.No load should beapplied toany com componentand 3Intmltionact Cgngorthterelpaungtyattherespreshecoto r RIL�- ponen bracing 4. e respofis notime assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condkion"or use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ❑ ((h /I� y CC� fabrication,handling,shipment and installation of components. necessary. EXPIRE : 1 /t,711201J 8.This design is mmishetl subject to the limitations sal forth by T.Design assumes adequatedon drainage is provided. e.pWtessncilee with join ter faces of truss,and placed so their center December 10,2015 TPIM?CA in BCSI,copies of which will furnished upon request lines coincide with Joint center lines. 9.Digits indicate size Opiate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) This design prepared from c:tQE..42Q32.puter input by Pacific Lumber and Truss-BC INC 2012 MAX MEMBER FORCES WR/DDE'/Cq=1.00 TRUSS SPAN 4'- 0.0" LUMBER SPECIFICATIONS 1-2=(-51) 28 1-4=(-35) 2-4=(-99) 81TC: 2x9KDDF #1&BTRLOADURATIONINCREASE = 1.152-3=( ) 3SPACED24.0" O.C.BC: 2x4KDDF #1&BTRWEBS: 2x9KDDF STADLOADINGLL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0PSFBEARING MVERT6ORZBRGRUIRED BRG AREATCLATESUPPORT <= 12OC. EON. LONBOTTOM CHORD = 10.0PSFLOCATIONS REACTIONSRACTIONSSIZESIN. (SPECIS)BCLATELSUPPORT <= 12"OC. EON. TOTAL LOAD= 42.0PSF1'- 0.0" -29/ 205V -1643H5.50" 01KDDF ( 65)9'- 0.0" -18/ 131V0OH5.50" 0. 1KDDF ( 625)JT1: Heeltoplatecorner = 5.25" LL25 PSFGround Snow (Pg)LIMITEDSTGEDOESNOT APPLY DUE TO THESPATIALREQUIREMENTS OF IBC 2012 AND IAC 2012NOTBEING MET. IC OND. 2: Designcheckedfornt( 5psf) uplifta29 "cc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 2'- 9.0" Allowed = 0.159" MAX TC PANEL TL DEFL = -0.005" @ 2'- 5.2" Allowed = 0.239" 3-00 ,r 1' MAX HORIZ. LL DEAL = -0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" 12 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.eft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads 3 � in the plane of the truss only. PROVIDE SUP"e' 1 1 o M-3x8 M-1.5x3 3-00 b b 4-00 'O PRpr4.. cc 89200PE t' JOB NAME : POLYGON NW PLAN 7-B NH - D1 Scale: 0.6153 _ � WARNINGS: GENERAL NOTES, unless otherwise noted. n OREGON �"� L�(,/� 1 Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters show and is Br an individual /�� y.. '\ Truss: Dl andwernmgs before construction commences building componentApplicability ofdesgn parameters and proper e^. � t f'1� coign risme component isi ttresponsibll ly a(Me b Ily Ing braced at "1 V 2 2x4 compression web bracing must be installed where shown t. 2. Des gn assumes the top antl bottom cho tt t be laterally brecee designer. 3.Additional temporary bracing t°Insure stability during construction 2 o.c and al l V o c respecrvely unless braced ihrough°d the r lengtn by � .����. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywwd sheathing(TC)and/or drywall(BC). DATE: 12/10/2.015 the overall structure is the responsibility of the building designer. 3.2c Impact bridging or lateral bracing required where shown• •4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SE4•: K1589676 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are tobe used inanon-corrosive environment, and are ss methy condition.' uta. [. /y ]�.l//q TRANS ID• LINK design loads be applied to any component. 6.Des gn assumesfull bear'g al all supportshown Shim or wedge it EXPIRE. 12/3 /2015 S.CompuTrus hes no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage k provided. December 10,20,I 15 e.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BC SI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ins./ConnpoTrus Software 7.6.7(1 L)-E 1o.For basic conned°,plate design values see ES12-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" TC: 2x9 KDDF #16 HTR IBC 2012 MAX MEMBER FORCES F/Cg=1.00 LOAD DURATION INCREASE = 1.15 1-2=(-29) 19 l-3-)O1-3=(0) 0 BC: 2x4 RIDE #168TR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIE 1'- 0.0" -27/ 215V 0/ ) TOTAL LOAD = 42.0 PSF 27H 5.50" 0.06 KDDF ( 625) 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) JT 1: Heel to plate corner = 5.25" 9'- 0.0" -36/ 89V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.009" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.010" @ 2'- 7.0" Allowed = 0.274" 12 MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" 9.00 D MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" 2 i Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.8ft, TCCL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, uM End vertical(s) are exposed to wind, Truss designed for wind loads I in the plane of the truss only. 0 ti I O I f 0 4 3 M-3x8 l y • 3-00 • tp P R 0,y y ,-.<<...-.- '4E0 • , NCN� �'PROVIDE FULL BEARING; I [V 4t' 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - D2 = �� • Scale: 0.8962 WARNINGS: GENERAL NOTES, unless otherwise noted ' a ' ©REG,ON A Truss D2 1.Builder and erectincontractor should beadvised stallGeneral Notes This design is based only upon the parameters shown and is tor an individual f/7���}}} VS and compression web constructionaommen 11 building component Applicability of design parameters and proper /� J ' p+y� � 2.2z4 compresson web bracing must be installed where shown.. ncorporat on of component is the responsib lity of the building designer. 1 6* 3.AddtonaI temporary bracing to Insure stability during constructor 2 Design assumes the top and bottom chords to be laterally braced at is the responsibllty of the erector.Additional permanent bracing of • 7 o c.and at 10 o c respectively unless braced throughout their length by R-Ri1 ..DATE: 12/10/2015is responsibility building designer. continuous g igner. 3.Di Impact bridging or lateral bracing required where shown t SEQ.: El5 8 9 67 7 4.No load should be applied to any component until after all bracing and 4.Instaltatlo^of truss is the responsibil0y of the respective contractor. fasteners are complete and at no see should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. �/ryry p p lT /] y C TRANS ID: LINK design loads be applied to any component. and are tor"dry contlition"of use. EXPIRES: 12/31/201-5 5.CompuTrus has no control over and assumes no responsibility for themce 8.Design assumes lull bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. maty ' December 10,2015 7.Desigd. 6.This design is furnished subject to the limitations set forth by 8.Plates nshall be located on both faceslo pryvsseand placed so their center TPINVICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(11.)-E 9.Digits indicate size of plate in inches. 70.For basic connector plate design values see ESR-1311,ESR-19813(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 8'- 2.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "cc spacing. LUMBER SPECIFICATIONS TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASEar:= 1.15 Design conforms to main windforce-resisting 8C: 2x4 KDDF #1&BTR SPACED 24.0" C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. GIN. LOADING Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CRD = 32.0 PpSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CRD = 10.0 SF load duration factor=l.6, TOTAL LOAD = 92.0 PSF End verticals) are exposed to wind, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE 021 THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 9.00 3 � 2 21 1• I/////////////////////////////////////////// /I 0 4 54-3x4 )' l l 1-00 8-02 � ,sk p P R Q s� co. ANG(�E,c- ''0, -7 892401E r JOB NAME : POLYGON NW PLAN 7—B NH — E1 Scale: 0.6366 / • ---1 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON ^� • [/ i Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for anindividual N Truss• El and Warn ngs before construction commences building component.Applicabllity of design parameters and proper ,1.., .t r - +(��. compression we gurusDesignincorporation of component is the responsibility of the building designer. �'77 14, ,&1T 2 2x4 sum b bracing t be Installed where shown+ 2 Des gn assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during censirucl on 7 o c.end at tg a c respectively unless braced throughout their length by _ .4i s the responsibility of the erector.Additional permanent bracing of Da lrnp us sheathing such as plywood sheathing(TC)and/or drywall(00) ••-p3 RIO, `, DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE K15 8 9 67 8 4.No load should be applied to any component until after all bracing and 4.Installation onmss is the responsibility of the respective contractor. 4• • fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, designloads be applied to an 1. and are for"dry condition"of use. c �j //I� C TRANS ID' LINKpp any 5.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES. 12!$1/2015 S.CompuTrus has no control over and assumes no responsibility for the necessary, t� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 1 0,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In BCSI,copies of which will be Nrnished upon request. lines coincide with joint center lines. 9.Digits Indicate she of plate in inches. MiTek USA,InoiCompuTtso Software 7.6.7(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1908(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-51) 67 3-5=(-255) 179 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-105) 88 WEBS: 2x4 KDDF STAND 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -68/ 479V -33/ 97H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 2.0" -39/ 335V 0/ OH 5.50" 0.54 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.294" @ 4'- 1.7" Allowed = 0.484" MAX TC PANEL TL DEFL = -0.393" @ 4'- 1.7" Allowed = 0.727" 7-10-04 0-03-12 'r '1 MAX HORIZ. LL DEFL = 0.001" @ 7'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 7'- 10.3" 12 4.00 17 M-1.5x3 Design conforms to main windforce-resisting 4 system and components and cladding criteria. 3 -/ Wind: if:: 6::: 6ASCE710j EpZwdllggillIllIllIllIllIllIllIl dshe truss only. 0 I 0 0 ru ti I o I f 2�Ill 5 0 M-3x4 M-1.5x3 1 l l 7-10-04 0-03-12 l y y 1-00 8-02 'c �' 0 P R 0p�SAN =9200P -f JOB NAME : POLYGON NW PLAN 7-B NH - E2 �� Scale: 0.5366 �/ /� � WARNINGS: GENERAL NOTES, unless otherwise noted VP . gyp-fin. A 1.Builder and erection contractor should be deed of all General Notes 1 This design is based only upon the parameters shown and is for an Individual " Ot=IC1:701� Truss: E2 and Warnings before construction commences building component Applicability of design parameters and proper A 2.2w4 compression web bracing must be installed where shown+ incorporation of component Is the responsibility of the building designer. /..6 ' 4/1""'- 1- (-�\. � 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at / 1 4, 4 the responsibility of the erector.Additional permanent bracing of 2'o c.and at 10 o c respectively unless braced throughout their length by R,- is DATE: 12/10/2015 the overall structure Is the responsibility of the building designer continuous sheathing or such as plywood sheath ng(TC)and/or drywall(BC). _ f` R10 3.2s Impact bridging or lateral bracing required where shown++ - S. SEQ. : K15 8 9 67 9 4.No load should be applied to any component until atter all bracing and 4.installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. andarem dryeandkion^or use. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 6.Design assumes full bearing atollsupportsshown,shimorwetlgeIf EXPIRES: 12/31/2015 fabrication,handling.shipment and installation of components. necessary. t 7.Design ahasemelc ed on drainagefcis trusised. December 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be s adequate at both faces of lass,and placed so their center TPIAN/CA in BM,copies of which will be furnished upon request. lines coincide with joint center lines. 9 DIOOS Indicate sae of plate in Inches. MiTek USA,Inc./CofnpuTrus Software 7.6.7(1 L)-E 10.For baste connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 36 2-5=(-33) 36 3-5=(-161) 127 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3-(-69) 49 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -61/ 367V -20/ 63H 5.50" 0.59 KDDF ( 625) LL = 25 PSE' Ground Snow (Pg) 5'- 3.0" -24/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) -E. For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 2'- 10.1" Allowed - 0.279" 4-11-04 0-03-12 MAX TC PANEL TL DEFL = -0.093" @ 2'- 8.1" Allowed = 0.919" f 1' 1' MAX HORIZ. LL DEFL - 0.000" @ 4'- 11.2" 12 MAX HORIZ. TL DEFL - 0.000" @ 4'- 11.2" 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6,e End vertical(s) a exposed to wind, 311 Truss designed forwind loads in the plane of the truss only. Lo I 0 0 N N up /- illigliP I I Mo J 0 M-3x4 M-1.5x3 > l l 4-11-04 0-03-12 J' b 1 1-00 5-03 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - E3 Scale: 0.5895 j1� WARNINGS: GENERAL NOTES, unless otherwise noted: - OREGON 'l't 1.Bolder and erection contractor should be advised of all General Notes f This design is based only upon the parameters shown and is for an individual -•{/-¢ A_ �(,j Truss: E3 and Warnings before construction commences building component Applicability of design parameters and proper �'} AJs 2.2x4 compression web bracing must be installed where shown 4. incorporation of component Is the responsibldy of the buId gdesigner /Q 41- 14, 6..©1 - � 3.Additional temporary bracing to insure stabilky during construction 2 Des 9n assumes the top and bottom chords to be laterally braced at C is the responsibility of the erector.Additional permanent bracing a/ Tac and atiBoc respectively unless braced throughout their length by R2- DATE: DATE: 12/10/2015 the overall structure is the responsibilityrhe bu Idi des continuous sheathing such l b plywoodrequired h re and/or drywall(0). "-T/ R R i1 \- o 9 9ner. 3.9r Impact bridging or lateral bracing required where shown++ r} 1.. S E Ki5 8 9 6 8 0 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. Q' fasteners are complete and et no tee should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full tree ng at all supportshown.Shim or wedge if EXPIRES. 12/31/2015 fabrication,handling,shipment ssary Cl� Il Cl7 smeeczoelimiaitiossetforheyts. 7.Pltisshallbassumes ladequate ofacelotruss,provided. December 10,2015 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPA/VI-CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc/ConlpuTrus Software 7.6.7(11)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 TC: 2x9 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #l&BTR SPACED 29.0" D.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor-1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed forwind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on ontinuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 3 -/ 12 4.00 u7 I glailli oO 1 N 2 rI 1 _�""""""""""""""""""i 4 M-3x4 1-00 5-03 ( ' PR ••6 �.. tNGF�R poi' `c 1 ,....8O2OOPE JOB NAME : POLYGON NW PLAN 7-B NH - E4 P Scale: 0.7529 -,�wI WARNINGS: GENERAL NOTES, unless otherwise noted OREGON 44/ 1.Builder and erection contractor should be advised of all General Notes 1.The design is based only upon the parameters shown and Is bran Individual Truss: E4 and Warnings before construc `� tion commences building component `J Applicability of design parameters and proper 2.2x4 compression web bracing must be nstalletl where shown ncorporalon of component is the responsibilty of the building designer "' 1�) � � ' 3.Add t onal temporary bracing to nsure stability during construction 7 2.Design assumes the top and bottom chords s to be laterally braced et , r�'�� • Is the responsibility of Na erector.Additional permanent bracing of o c and aat 10'o c respectunless braced throughout their length by - . continuous sheathing such as plywood wood sheathing(TC)and/or drywall(BC). DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : Ki 5 8 9 6 81 4.Ne load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 TRANS I D: LINK design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the necessary. December 10,2015 fabrication,handling,shipment and installation or components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM/TCA in SCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits Indicate see of plate in inches. MITek USA,Ina./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-I988(MiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y 6-4-8 dimensions (Drawings shownnot into ft-in-sixteenthsscale) Failure to Follow Could Cause Property I Damage or Personal Injury offsets are indicated. I Ira= Dimensions are in ft-in-sixteenths. rill;646. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 1 „ 2. Truss bracing must be designed by an engineer.For O'46 1 L111 I pall 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I :0_3(i pbracing should be considered. rip O3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. ~ 4. Provide copies of this truss design to the building c�-e csa cs-. O For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. Nes- 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint ® ( number where bearings occur. 17.Install and load vertically unless indicated otherwise. ` Min size shown is for crushing only. MIME 16. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI l: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. ei('8 BCSI: Building Component Safety Information, ' 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013