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Plans MiTek49 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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ANG N E. 6> 44, 89782PE 2� 7,1 OREGON s'• (1'QRY15jr 2t`Q� rPAUL R' S 1 August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty POLYGON R45124648 1Ply 1 PLacific UPPER IF01 (FLOOR GIRDER Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fn Aug 07 13:53:53 2015 Page Pacific Lumber87russ co., Beaverton.Oregon ID:DFkz9p3tCrPAGZnVberKOtyJvgB-3PgArrwXGRtLNnC7lbEC3UCrS8yFT1vAVLj56CBygBiS P-5-611 1-2-0 I1- � I 1 0 0 ( Scale=1:25.0 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II / ..,,,.. 1.5x3 I I 1.5x33 I I }* 2'w. b. 1Nip —/ N if a a e 17 1.. 2�'► 23 32 21 20 19 18 = 3x5= 3x5= 3x5= 1.5x3 II 3x5 3x5= 7-0-14 17-7-14 1&2-14 1 14-4-4 I I 7-0-14 0.7-0 0-7-0 6-1.6 Plate Offsets(X Yl— 18:0-1-8 Fdae1.119:0-1-8 Fdael DEFL. in (loc) I/deft Ud PLATES GRIP LOADING 40.0 SPACING- 11.00 CSI. >999 480 MT20 220/195 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 TCLL 40.0 Vert(TL) -0.17 20 >985 360 BC 0.54 TCLL 10.0 Lumber Increase 1.00 0.04 16 n/a n/a BCLL 0.0 Rep Stress Incl NO WB 0.39 Horz(TL) Weight:73 lb FT=0%F,0%EBCDL 5.0 Code IBC2012/iP12007 (Matrix) BRACING- TUMBER- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2x4 OF No.1&Btr(flat) end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid local directly 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 23-2400/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18-'0/1635,16-17=0/646 WEBS 9-19=-273/0, -19=-73/0.212-18=0/498, 2-18=/28,4.2310-19=-1/464 2=0/358,8-21=226/359,14-16=-904/0,14-17=0/766, NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��Q P R OFc' LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 29 Uniform Loads(plf) �; $g7$2PE Vert:16-24=-8,1-15=80 Concentrated Loads(Ib) / Vert:2=674(F) :L11-7'...�F /� . y OREGON oN• Q •. 4/(i 1" PAUL kV4 EXPIRES: 12/31/2016 August 7,2015 4 component. 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mrr-7473 rev.02/16/2015 BEFORE USE. mit Designpvalidtfor useeonly rah MiTek proper incorporation n is of c componented onty is rn esponsibility of building d s gnerometers shown,and is for an i-not trusss designner&aciirg shown is for lateral support poof pdiadual w and emp bracing to Insure stability during construction is the responsibillity of the MiTek' er ctor. l of web members veraonly.Additionalureis temporaryof7777 Greenback Lane fabric rt Additionalupermanentstorage,bracingvof ethe overallstructure and bra the, responsibility SI the buualty designer.ria, 55Fo-89 guidanceig regardingmo 7717 Greenback fabrication, available from Truss%a a Institute,781 N.Lee Street, 312.Alexalndna.VA 22314. DSB-g9 and SCSI Building Component ran.Huts cA gtRtn Job russ Truss Type PL15-264 UPPER 13 Ply POLYGON F02 Floor 13 R45124649 Pacific Lumber8 Truss Co., Beaverton,Oregon Job Reference ••tional �a�H L 1a o ,8_1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB XbOek ZzFYuCATEPIM 39uAy'11 QOZ6MZomLdfzNgfkdygBiR Scale:1/2"=1' 1.5x3 II 3x4= 1.5x3 II 1 2 34x4= 3x4= 1.5x3 II 4 3x4= 1.5x3 II y-e j-i��11 5 6 ` r tttA 7 8 �I I ,■' y w y I w ,N.,....-P---- .1: 11111111. 1:111:3 w� I trtitttt�l�ltt�rittlttttt��ltttt� �w� ii �q 1.%N 13 12 11 �. 3x4= 1.5x3 II 1.5x3 II 4x6= 10 3x6= 9 3x4= 1-1-12 1-8.12 2-3-12 -- s -r • s 13-8-4 LOADING(psf) SPACING- 1-7-3 TOLL 40.0 SPACING- Ncr- - 3 CSI' DEFL. in (lac) 1/deft Lid TCDL 10.0 TC 0.55 Vert(LL) -0.1111-12 >999 480 PLATES GRIP Lumber Increase 1.00 BC 0.66 Vert(rL) -0.19 10-11 >847MT20 220/195 BCLL 0.0 Rep Stress Inco YES n/a BCDL 5.0 WB 0.50 Horz(TL) 0.03 9 n/a n/a Code IBC2012/rP12007 (Matrix) LUMBER- Weight:62 lb FT=0%F,0°�I E TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD endStrve tat 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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=819/0,3-4=-1502/0,4-5=1502/0,5-6=1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=-382/0,2-14=-1170/0,7-9=-1316/0,7-10=0/704,5-11=-471/0,4-11=-345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to le be attached to walls at their outer ends or restrained by other means. ����q PR Opts, kr -37 8.782PE -9 OREGON O'.• 9�kpA ' ���P� EXPIRES: 12/31/2016 August7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7477 rev.02/16/2015 BEFORE USE Design void for use only with Merck connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component9 pngeht. is for lateral s & ng to insure of t building constructiondesigner not truss isthresponsibility esdesigner.Bracing shown �, erector.Add it onnatl permanefro individual of the members structurer is the responsibility bracingorary to insurof the e stability during Forgen the res fabrication,quality control storage.defrvery,erection and lxacesg,consultsbTAH51/TPII Duality Criteria,DS6-89 SCSI ualldln regarding ofthe -. Safety Information available from Truss Plate Institute.781 N.Lee Sheet,Suite 312.Alexandria,VA 22314. MiTele 7777 Greenback Lane Suite 109 sty Ply POLYGON R45124650 Truss fuss Type Job F03 Floor 2 1 Job Reference o.tional PL15-264_UPPER 7.530 5 Jul 11 2014 MTek Industries,Inc.Fri Aug 07 13:53:55 2015 Page 1 Jv B014 ZWyUc51WHGFeAZdwPLm7ZVg015 aDG3ygBi0 Pacific Lumber 8 Truss Co., Beaverton,Oregon ID:DFkz9p3tCrPAG2ilVberfCl)ty 9 Yob .1 I 1-7-0 I I- Scale=1:22.8 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 8 1.5x3 II 3x4=41: _Pir1jIi YiS�r—r �� 13 12 11 10 3x4= 14 3x6=1.5x3 II 1.5x3 II 3x6= 3x4= 13-1-8 5.10.2 65-2 7-0-2 _ r r r • DEFL. in (loc) I/deb Lid PLATES GRIP SPACING- 1-7-3 CSI. >999 480 GRIP LOADING 40.0 TC 0.20 Vert(LL) -0.08 11 >999 360 TCLL 40.0 PlatesumbrInc earIncrease 1.00 BC 0.31 Vert(TL) -0.13 9-10 TCDL 10.0 Lumber Increase YE1.0S WB 0.33 Horz(TL) 0.02 9 n/a n/a Weight:60 lb FT=0%F.0%E BCLL 0.0 Rep Stress 012Ina YES (Matrix)BCDL 5.0 Code IBC2012/fP12007 BRACING- LUMBER- TOP CHORD 2x4 DF No.18,Bir(flal) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF Stud/ td(fla l) BOT CHORD Rigid rticalg directly 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1740/0,3-4=1740/0,4-5=-1761/0,5-6=1739/0,6-7=-1739/0 BOT CHORD 2-14=-1256/0,2 13 0 622 6413=268/180,7-9= 1163 -1256/0,7 10 0 622 WEBS 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 3-10(1(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,\<< PR OFFss _CI. � GINE4 /p: cc .89782PE mor 40 "-V OREGON , Q 'Xs,' 6gRY A "L�C.Q kpAUL0k�J ` EXPIRES: 12/31/2016A7,2015gust w. Designvalidfor use designonly with parameters k connectors.� r.. �, . � ,u�. . ® READ NOTES ON THIS AND INCLUDED W EK E shown, PAGE for an7473individualrt6 O15 BEBEFORE USE. mponent. nco incorporation i isoaned component uponparameters of building designer-not truss designer.Bracing shown is1411 for lateral design indrametewandember Additional nalf temporary Bacngra responsibility MiTek' for lateral support of individual web members only.Addfional temporary bracing to insure stability during construction is the respomibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Misuite 109 fabrication. quality conlablestoraTrussge, delivery. erection and bracing.Seet Suite 312.SI/M1 QuaMy 22314 055-89 and SCSI Building Component 7777 Greenback Lane IJob Truss 'Truss Type POLYGONPL75.264 �UPPER F04 Fr IQty 2 1 'Ply IJob Reference 1245124651 Pacific Lumber&Truss Co., Beaverton,Oregon (optional) 7.530 5 Jul 11 2014 MTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 2f0 ID:DFkz9p3tCrPAGZnVberKOtyJvg6-U_WJOxZBjokyffsSGMIm6rT v9ITEGtylhJmpVygBiP I I 1-8-6 1 1 1-2.0 I l 0-8-14 I Scale=1:25.0 1.5x3 II 3x4= 1 2 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3 4 53x4= 6 i _ e 7 8_ a \ 1‘44.s° gr v - e 1.t. .. 13 I♦ 12 11 10 K. 3x4= 3x6= 1.5x3 II 1.5x3 II 3x6= 3x4= I 7-0-14 17-7-14 I8-2-14 7-0-14 14-4-4 1-6 Plate Offsets(X.Y1— 14:0-1-8.Edaej.[5:0-1-8.Edgej 0-7-0 a7 o rtF LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid TCLL 40.0 Plates Increase 1.00 TC 0.21PLATES GRIP TCDL 10.0 Lumber Increase 1.00 Vert(LL)TL) -0.11 12 >999 480 MT20 220/195 BCLL 0.0 WB 0.39 HorVer(TL -0.17012 >999/a 360 n/a Rep Stress Incr YES 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 puffins, 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=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 bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,s71/4 .D PROFF 5�. 4 NES s/0� 4r =9782PE 9,L OREGON o '.- 1%.r-A ARY 15' �NI � EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MTEI(REFERANCE PAGE M11-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Wel(connectors.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown �I ierector.s for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the fabrication.qulonal permanent ality control,torage deefvery.erection and bracing,cing of the overall structure is responsibility tNSIfTPI1 QuaMy Criteria,DSB-89 and SCSI designer.For general Building Component Safely Information available from Truss Plate Institute.781 N.Lee Seet.Suite 312,Alexandria,VA 22314. NiI100 7777 Greenback Lane Suite 109 fame Hnighlc r:A 95n10 Job Truss Truss Type I4Qty I POLYGON Ply Il 1 PL IFos Floor Job Reference(optional) R45124652 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 Pacific_UPPER Lumber&Truss Co., Beaverton,Oregon ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxajokyffsSGMIm6rT 19JyEJXy1hJmpVygBiP 2-0-10 I I 1-2-0 1 1 0-8-14 1 1 7-6-0 I I Scale=1:18.0 1.5x3 II 3x4= 1.5x3 II 354= 1.5x3 II 2 3 3x4= 4 5 6 T\ 'clr e • --- V e-< A 10 1 6 1 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4= 9-7-0 I 2-3-10 2-10-10 3-5-10 1 2-3-10 I a7-0 1 n-7-01 6-1-6 Plate Offset<_(Y Y)_ 12:0-1-8.Fdnel 13-0-1-8 Fdoel PLATES GRIP CSI. DEFL. in floc) 1/deft Ud LOADING(psf) SPACING- 1-7-3.0Vert(LL) -0.05 8-9 >999 480 MT20 220/195 Plates Increase 1.00 TC 0.25 -0.08 7-8 >999 360 TCLL 40.0 BC 0.36 Vert(TL) TCLL 10.0 Lumber Increase YE1.0S WB 0 22 Horz(TL) 0.01 7 n/a n/a BCLL 0.0 Rep Stress Incr YES Weight:44 lb FT=0%F.0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) BRACING- TTOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOOMBER-P CHORD 2x4 DF No.1g,BV(flat) end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid iadirectly 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(Ib)or less except when shown. TOP CHORD 2-3=767/0,3-4=-989/0,4-5=-989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=-851/0,5-7=-84410,3-8=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. ?Z:4 PROpt, 44 17 . cc 89782PE <' y •REGON ?�9. ygty12 .Q� 9 PAUL:0 EXPIRES:12/31/2016 August 7,2015 ' 1 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MI7FJr REFERANCE PAGE MIF7473 rev.02/16/2015 BEFORE USE. .r Design valid for use only with MTek connectors.This design n basedomponenf Is rn esponsb ily of bunding d signer-ameters shown.and is for an individual o truss designer.component.hown M�Teke Is for cabiGly of pod of parameters and proper only.or for lateral wppod of individual web members only.l structure temporary bmdng to Insure stability dudrsg general n i the a regarding o e erector.Additional permanent bracing of the overall structure Is the consult rbliN of the budding designer.For guidance g Suite 109 re fabrication.quality contro4 storage.delivery,erection and bracing.comult ANSI/TPII Qualily Cdleda,DS6.89 and eCSI Building Component 7777 GGrreeenbackCLane 11n Safely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. 4 'Job Truss Truss Type (Floor 11°14' Ply POLYGON PL15-264_UPPER F06 R45124653 I 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional] 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 13:53:572015 Page 1 ID:DFkz9p3tCrPAGZnVberKthyJvgB-yA4hbHamU5spGpReg3G?e203vZYzhM5FL3JLyyg8i0 2-6-0 I 7-1-12 1 1 1-2-0 110.9-8 1 �-3-0 I 1 1-2-0 i t 1-4-0 1 1.6-0 i Scale=1:27.8 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 II e 2 3 4 5 7 _ 6 8 9 L. e a 10 h • It 'N. O cf e/ \ N e 1,41.11 � ' 16 15 3x4= 3x4= 14 13 12 11 3x4= 3x6= 1.5x3 II 3x5= 3x4= 4-10-12I 11-8-12 12-10-12 15-5-12 p.0-12 1 12.3-121 I 4-10-12 0-7-0 0-7-0 5-8-015--1-1z 1 Plate Offsets(X 11— p-0-1-8 Edge]J12:0-1-8.Edge].[15.0-1-8 Edge] [16:0-1-8 Edge] 0-7-0 0-7-0 3-1-0 LOADING(psf) SPACING- 1-7-3 CSI. TCLL 40.0 DEFL. in (/ PLATES GRIP Plateslncrease 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812812 488 0 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 MT20 220/195 BCLL 0.0 Rep Stress lncr YES WB 0.57 BCDL 5.0 Code IBC2012/TP12007 Horz(fL) 0.04 11 n/a n/a (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.18,Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied orb-0-0 oc puffins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=697/0-4-4,11=697/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2351/0,3-4=-2351/0,4-5=-2351/0,5-6=2679/0,6-7=-2679/0,7-8=1863/0,8-9=1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=-304/0,4-15=0/264,8-12=-448/0,2-17=1585/0,2-16=0/983,7-14=0/950,6-14=-281/0,5-15=-490/0, 9-11=1159/0,9-12=0/1121 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. � PR4;;\ NGIN �� s/09782PE 1'_ -., - '-�► . _ ow 57 OREGON �''r" • rt0:1- EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 061.7473 rev.02/16/2015 BEFORE USE r Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. • Applicabirrly 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 temporaryi erector.Additional permanent bracing of the overall structure is the r bracing to insure stability during construction guidance is there regarding of the - fabrication,quality control,storage,delivery,erection and bracing,consult sb1ANSI/TPI1 Qualitof the y Criteria,SB 8designer.For 9 and SCSI Bding Component iVtiTek' Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. 7777 Greenback Lane Suite 109 (`ltn,c Hnty sru CA 45gtrt • [russ Job TNSS Type POLYGONR45124654 5-264_UPPER07 (Floor 110ty t1 1Ply 1 Job Reference(optional) I 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 07 13:53:58 2015 Page 1 Pacific Lumber&Truss Co., Beaverton.Oregon ID:DFkz9p3lCrPAGZJsVberlCOlYJv98 QMe3pdbPFP_guzOgOnnEBGYf(rz?RiDBEU?ottOygBiN I 1-9-14 1 1 10--0 1 1 0-8-14 1 1 2.6-0 I Scale=1:17.6 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3 3x4= 5 6 2 4 1 v • ti — o v w e 11 10 g 6 1.5x3 II 1.5x3 II 356= 3x4— 3x4= 1 z-ala 2-7-14 3-2-14 9-4-4 I 2-0-14 1 f1-7-(1 1 (1_74 1 6-1-6 Plate Offsets(X Yl— 12'0-1-8 Fdael.13:0-1-8.Fdae) 40.0 Plates Increase 1.00 TC 0.24 Vert(LL)CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 LOADING SPACING- 1-7-3 -0.04 8-9 >999 480 MT20 220/195 >999 360 Vert(TL) -0.08 7-8 TCLL 10.0 Lumber Increase'norY1.ES BWCB 0.36 Horz(TL) 0.01 7 n/a n/a BCLL 0.0 Rep Stress Inc( YES Weight:43 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) B RACING- TUMBER- TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except TOP CHORD 2x4 DF No.1&Btr(flat) verticals. end BOT CHORD 2x4 DF No.1&Btr(flat) BO CHORD Rigid ceilingdirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) 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=496/0,5-7=-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. �eso PROFFS �� tNEF,4 s/0 89782PE <' y •REGON o' & Q� 9k �. UL RAJ EXPIRES: 12/31/2016 August 7,2015 6 responsibility ... I WARRING•Verify design parameters and READ NOTES ON THIS o INCLUDEDar eREFERAN• E. Designvalid foruse only with tekconnectors. ticdesign 6 d upon parameters shownand a for anindividualutding component. Applicability design parameters proper of cobflling ner-not russ tft MI is forloral support pf individual web members incorporationnly Additional temporary ri9srez stability during construction is theresponsibility of the MiTek erector.Additional permanentbracing othe overall structure is the respo of the building designer.Forgeneralguidance regarding fabrication.quality control storage. elivery.erection andbracing,consult ANSI/TPIIQuality Criteria.DS8•89 and SCSI Building Component 7777 Suite 09enback Lane Safety Inlormaton available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandra.VA 22314. unp109ighss CA aSRtn Job Truss Truss Type Qty Ply POLYGON PL7S264_UPPER IF (Floor 2 1 (Job Reference(optional) 845124655 Pacific Lumber d Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Fri Aug 07 1353:59 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-uZBSOzc1 oj6XW7b1xUJTkTSMGNFRRbbOjfYCIPgygBiM 1 2-6-0 1 2-1-12 1 1 1-2-0 1 1 0-9-8 1 2-340 1 1 2-3-0 11 1-�-0 1 1 0-8-8 1 Scale=1:28.5 1.5x3 II 3x5= 1.5x3 II 1 2 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 4x4= 3 4 5 6 7 8 9 1 x3 1II _ 10 - o 1'4: ° e r----------------- 1 16 15 14 3x4 = 3x4= 13 12 3x4= 3x6= 1.5x3 II 4x4= 3x4 = I 4-10-12 -s-1 5 12 6 X12 12-10-12 4-10-17 10--1 1 11-8-12 12-3-121 1 16-4-4 Plate Offsets OM— [7:0-1-8.Edge].[12:0-1-8.Edoe].(15.0-1-8.Edge].[16:0-1-8.EQgeJ sad 0.7 0 0-7-0 3-s B I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft L/d TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.25 14-15 >783 480 PLATES GRIP TCDL 10.0 Lumber Increase 1.00 BC 0.76MT20 220/195 BCLL 0.0 Rep Stress Incr YES Vert(TL) 14 15 >501 WB 0.52 HoHorz -0.39(f'L) 0.05 11 n/a n/a n/0. BCDL 5.0 Code IBC2012/l-PI2007 (Matrix) Weight:73 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) 17=714/0-4-4,11=714/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2435/0,3-4=2435/0,45=-2435/0,5-6=2821/0,6-7=-2821/0,7-8=2063/0,8-9=-2063/0 BOT CHORD 16-17=0/1509,15-16=0/2435,14-15=0/2698,13-14=0/2063,12-13=0/2063,11-12=0/1552 WEBS 3-16=-319/0,4-15=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. t��oo PR5 ��� �NGINEF� s/0�9 89782PE r 74) XII • Y,L OREGON o EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI-7472 rev.02/16/2015 BEFORE USE. Design valid for use only with WOconnectors.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 Mill. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the • erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.qualify control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Mitek' Safety Information available from Truss Plate Institute.781 N.Lee Street Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 Ca",%Haight%r:A QSttn • Job Truss Tn1sS Type ray Ply POLYGON R45124856 1 PL15-264_UPPER IF09 (Floor Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 Pacific Lumber 8 Truss Co., Beaverton,Oregon ID:DFkz9p3tCrPAG2nubertKOtYJv9B-MIIgEJdr10E07HADVCgiGheVnbxA2z)(yJH-yHygBiL 1 2-6-0 I 2-1-12 I I 1-2-0 II 0-9-8 i 2-1-0 I I 2-3-0 I I 1-2-0 I S'�'19 I Scale=1:28.2 4x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 10 1 2 3 4 5 8 7 8 9 e IA 0 / I:1 O O O e e e l/° .e a 4(X�? AlMt 15 14 13 12 1 16 3x6= 1.5x3 II 4x4= 3x4= 3x4 = 3x4= 3x4= 12-10-12 1 11-8-12 12-3-121 1 16-2.8 I 4-10-12 o-7-0 1 0-a7-g-2 1 4-10-12 155-1 - 5-8-0 0-7-0 o-7-0 3-3-12 7-g Plate Offsets(X.X)— (7:0-1-8.Edge) (12:0-1-8.Edgel.(15:0-1-8 Edael.[16:0-1-8.Edael CSI. DEFL. in (loc) I/defl Lid PLATES GRIP LOADING(psf)40.0 SPACING- 1-7-3.0TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCLL 40.0 PlatesumbrIIncrease 1.00 Vert(TL) -0.38 14-15 >510 360 TCDL 10.0 Lumber Increase 1.00 BC 0.74 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 11 n/a n/a Weight:73 lb FT=0%F,0%EBCDL 5.0 Code IBC2012ITPI2007 (Matrix) BRACING- TOMBER- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2x4 DF No.186tr(flat) s. a rti v nd ecl BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD ea d ceilindirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (Ib/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2402/0,3-4=2402/0,4-5=-2402/0,5-6=2764/0,6-7=-2764/0,74=1993/0,8-9=1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=314/0,4-15=0/278,8-12=-636/0,2-17=-1612/0,2-16=0/1011,7-14=0/903,6-14=276/0,5-15=-512/0, 9-11=1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ARE) PR Ore �`�� 41 cINE�'9 s.(.% 17 ' .8°782PE 9 OREGON o ;, AUL EXPIRES: 12/31/2016 August 7,2015 I .r WARNING Veit design parameters and READ NOTES ONTHIS AND INCLUDED WEILREFERANCEPAGE aF7413me.alb bolding USE • Design valid for use only with MTek connectors.This design is based only upon parameters Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.&acing shown MTek" is for erecfcr.Additional permanent bracing of the overall structure s only.Additional slthe responsibility oftthe buildingo insure designedurir. or general guidance reegardinconstruction is the g of the nn Greenback Lane fabrication.quality control,storage,defrvery,erection and bracing,consult ANSI/TN1 Quality Criteria.058-89 and licit Building Component Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. sate 109tght�cA 05810 Symbols NumberingSystem PLATE LOCATION AND ORIENTATION1 General Safety Notes 3j4' Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property offsets are indicated.IIIIPTill 11 Dimensions are in ft-in-sixteenths. Damage or Personal Injury 111641, and fully Apply platesembed to both sidesteeth. of truss 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 0'1/16 rINIIIINSIIMMEmommosammum 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves E o lintoli may require bracing,or alternative Tor I 1111.11O p bracing should be considered. U 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O n For 4 x 2 orientation,locate O 4. Provide copies of this truss design to the building plates 0-'nd'from outsidille BOTTOM CHORDS designer,erection supervisor,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 ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO joint and embed fully.Knots and wane at joint connector plates. THE LEFT. locations are regulated by ANSI/TPI 1. 7.`Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the sienvn ironmentumes tin accord lbwith ANSI/TPI otected from software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: The first dimension is the plate use with fire retardant,preservative treated,or green lumber. 10.Camber Is a non-structural consideration and is the 4 x 4 width measured perpendicular to slots.Second dimension is ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to the length parallel to slots. ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. LATERAL BRACING LOCATION 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and "a Indicated by symbol shown and/or In all respects,equal to or better than that by text in the bracing section of the output. Use T or I bracing specified. 13.Top chords must be sheathed or purlins provided at If indicated. spacing indicated on design. BEARING 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. r. I Indicates location where bearings 15.Connections not shown are the responsibility of others. (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved 16 aDo pprovcut l of onlengineemember or plate without prior reaction section indicates joint number where bearings occur. be.—_-.6 size shown is for crushing only. �� 17.Install and load vertically unless indicated otherwise. ,� 40 18.Use of green or treated lumber may Industry Standards: environmental,health or performancersks.Consuse lt with ANSI/TPI1: National Design Specification for MetalMI project engineer before use. 19.Review all portions of this design(front,back,words DSB-89: Design Standard for Bracing, and pictures)before use.Reviewing pictures alone MIT BCSI: Building Component Safety Information, isnot sufficient. Plate Connected Wood Truss Construction. Guide to Good Practice for Handling, 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:Mil-7473 rev.02/16/2015 4 26'-0• 1 4'-0' I 22' -0' I p • 6:12 6:12 C4 (4) m m• f , J`- c 6:12 -- , - C2(10 . I4 n 'i _ `- 2 � N I - ------- -- --- -- s - i . -. m � m 16O CNI • B2 (5) . 4 � v *--.EL:: 4 12 Eli M • w r O Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 09/12/14 USM ENTOu"LATio SAND PROJECT TITLE ENGINEERED STRUCTURAL Pad" Y REVISION-1: DRAWINGS FOR ALL FURTHER al 7-B NH KD INNERMAGON.BUO RE DESINFORMATIN.R BOF RECORD PLAN: DRAWN BY:: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS limber TO TRUSS CONNECTIONS.BUILDING 7-B NH / B-N H CHECKED BY: DESIGNER/ENGINEER OF RECORD TO TDI■ COMPANY REVIEW AND APPROVE OF ALL u } DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. i 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. r 2-0' :t: ' I 6:12 6:12 il- 1 G44) I ° 211 I I--- I I -�' I -IIII_ I I`' E. Ili::12 Ado Iz c'o� —� I ILumi I - - I I I I 16'-0• s lel\ 1027:#4211: 1 11\11. ISAF//�I I 11111 Elm, Nir1 AI ..._ Iriiii . Ib. I L 1 i i 11 1 1 , 2C-0• J ®Copyright CompuTrus Inc.2006 8 ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS BUILDER: PLACEMEN ONLY.REFER TO POLYGON AlN09/12J14 TRUSS CALCULATIONS AND ENGINEERED CN-C STRUCTURAL .� t. PROJECT TITLE REVISION-1: DRAWINGS FOR ALL FURTHER 7-B NH KD INFORMATION.BUILDING DESIGNERIENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN 8Y: REVISION-2: 7o TRUSS CONNECTIONS.BUILDING b U m er I. , DESIGNERIENGINEER OF RECORD TO COMPANY- 7-B NH / B-NH I CHECKED BY: REVIEW ANDAPPRovEOFnu & TRUSS' DELIVERY LOCATION: I SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. - 0.11"-1' Ail designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. III I 1111 LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5' 'COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing,) TC: 2x4 KDDF NIGBTA LOAD DURATION INCREASE = 1.15 BC: 2x4 KODF N18BTA SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES TC LATERAL SUPPORT (= 12'OC. UON. NOT EXCEED 19%AT TIME OF MANUFACTURE. BC LATERAL SUPPORT <= 12'OC, UON. LOADING LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting cladding and components DL ON BOTTOM CHORD = 10.0 PSF system and criteria. Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF Wind: 140 mph h=21.2ft, TCDL=4.2,BCDL=6,0, ASCE 7.101 M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. to CompuTrus gable end detail for complete specifications, 8-03-04 8-03-04 12 12 6.00 17' HM-4x4 a 6.00 3 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 CONNECTION SITUATION, COMPETENT PROFESSIONAL ADVICE MUST BE OBTAIN t ui c RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION, v a, 4 M 0O O t ro A O M-3x4 M-3x4 y y 1-00 16-06-08 y 1-00 y ,i\,Gp PROF S JOB NAME: POLYGON NW PLAN 7-B NH - Al .5 INS s/ Scale: 0.4672 �� � �iz1 �1. WARNINGS: GENERAL NOTES,unless otherwise noted: cc' ;92 PE f 1Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. . �~~-. DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at `r�,,,. !stile responsibility of the erector.Insure Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by 0 Q. DATE: 9/12/2014 the overall structure is the responsibility of the building designer. continuous sheathing suchr l as plywood required where sheathing(TC)and/ordrywail(BC). j4. Al OREGON �(/ Po ty 9 9 3.2x Impact bridging or lateral bracingre ulred where shown++ a 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. : 6059056 fasteners are complete and at no time should any loads greater than 5:Design assumes trusses are to be used In a noncorrosive environment, Q' 1 4, 2°�P+ TRANS I D• 408071 design loads be applied to any component and are for"dry condition"of use. A�/� ` V 5.CompuTrus has no control over end assumes no responsibility for Na 6.Design assumes full bearing at all supports shown.Shim or wedge if 'V/`R R I k. fabrication,handing,shipment and Installation of components. necessary. provided. 6.This design is furnished subject to the imitations set forth by 8.Planes shall be logn assumes categdpon both faces uate e iof truss,and placed so their center 111111 VIII VIII 111II VIII VIII VIII IIII IIII MiTek USA, nC./CompuT S Software 7.6.6(1 L)E request. 1lines coincide with joint center lines. 0.Digits rrbasiciconnector of plate des design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 16'- 6.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1. 2=( 0) 50 2- 8.(-378) 1540 3. 8=(-326) 309 BC: 2x4 KDDF A16BTR SPACED 24.0' 0.0. 2- 3=((•1751) 477 8- 6=)-431) 1540 8- 4=(•121) 934 BC: 2x4 KDDF STAND 3- 4= -1351) 268 8- 5=(•326) 306 WEBS: 2x4 KDDF STAND LOADING 4- 5=(•1351) 256 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6.(-1751) 502 TC LATERAL SUPPORT <a 12.00. 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) Connector plate prefix designators: 0'- 0.0' •125/ 809V -82/ 82H 5.50' 1.29 KDDF ( 625) C M,M2OHS, 18HS (16 no MiTek prefix) = riesuTrus, Inc REQUIREMENTSIMITED AOF GE IBCS2012 AND LIRC U2012 NOT BEING MET. 16'- 6.5' -125/ 809V 0/ OH 5.50' 1.29 KDDF ( 625) M,M20HS,M18HS,M16 = MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = •0.003' @ -1'• 0.0' Allowed = 0.133' MAX LL DEFL = -0.075' @ 8'- 3.2' Allowed = 0.781' MAX TL42' CREEP DEFL= 0.002' @ 17'- 6.5' Allowed = 0.100' MAX TL CREEP DEFL = •0.003' @ 17'. 6.5' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.059' @ 16'- 1.0' 8-03-04 8 03 04 f MAX HORIZ, TL DEFL = 0.091' @ 16'- 1.0' DESIGN ASSUMES MOISTURE CONTENT DOES 4-04-11 3-10-09 3-10 09 4-04-11 T NOT EXCEED 19%AT TIME OF MANUFACTURE. T 12 Design conforms to main windforce-resisting 12 M-4x6 Q 6.00 system and components and cladding criteria. 6.0017- 4.0° Wind: 140 mphl h=21,2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, q ,�.,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 el _ /- 4- 8� M-5x8 o M 3x4 M 3x4 0 m co 0 3.001. 12 3.00 12 12 y 1, y y y 1-00 8-03-04 8-03-04 1-00 J. y J, J. 16-06-08 1-00 �c\r, PROF 6s JOB NAME: POLYGON NW PLAN 7-B NH - A2 Scale: 0.3206 414�� ')7tz l /°/fi'9� 1.WARNINGS: G. his eNOTES,unlessbaswiles upontse para •92 OPE 1.Buildereand erection contractor should be advised of ail General Notes 1.h��ng component Applicability of designiparameters and e d proper oopeer Individual TrussA2 ed Warnings before a commences. incorporation of component is the responsibtty of the building designer. • 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at /� 3.Additional temporary bracing to Insure stabify during construction 2'o.e.and at 10'0.e.respectively unless braced throughout their length by `,,, - l'�, DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywal�EC). OREGON a +V DATE• 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impad bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.InstalInInd n trusss is es are responsibilityo beusedIonthe a resperosNeve e nrviironment, L/ �', ZO. �'•!-• S EQ. : 6059057 fasteners are complete and at no time should any loads greater than and ere for-dry condition'of use. Q 1 4 (] design loads be applied to any component e.Design assumes full bearing at all supports shown.Shim or wedge if f V TRANS I D: 408071 5.CompuTrus has no control over and assumes no responsibility for the necessary. MFI F3 t 1�,' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 9.Plates shall be located on both faces of truss,and placed so their center I be furnished n 1111111111111111111 de with joint center Ines. MiiTTok SA,Inc./CompuTrus N./filch 'tware 7.6.6(1L)-E request. 10.ForDigits b siclines con of design values see ESR-1311,ESR-1699(MITek) TPINVICA In BCSI,copies of EXPIRES:12/31/2015 III IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'• 0.0' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX 2.100( 251) 410-D3F/Cq=12( BC: 2x4 KDDF #1&BTR - 3=( 0) 50 0-10=(-255) 92 13. 3=( 470) 169 SPACED 24.0' D.C. 2- 3=( -69) 347 10-11=(-255) 90 3-11=� -470) 164 WEBS: 2x4 KDDF STAND3- 4=(-146) 779 11.12=(-682) 251 4-11=(-1145) 248 LOADING 4- 5=( -74) 220 12-13=( -48) 472 4.12=( -95) 806 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=( -85) 246 13- 8=(•241) 848 5-12=( -361) 143 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-566) 90 12- 6= -765 1194 TOTAL LOAD a 42.0 PSF 7- 8=(-980) 274 6.13=I 0) 450 OVERHANGS: 12.0' 12.0' 8- 9=( 0) 50 13- 7= -34 6) 219 M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = ors:CompuTrus, inc 0'- 0.0' -61/ 213V -135/ 1350 119.00' 0.34 KDDF ( 625) M,CN,018,,CNI8 (or n MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 5'- 1.0' -72/ 109V 0/ OH 119.00' 0.17 KDDF 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, 9'- 11.0' -231/ 1605V 0/ OH 119.00' 2.57 KDDF ( 625) 26'- 0.0' -109/ 613V 0/ OH 5.50' 0.98 KDDF ( 625) Refer to CompuTrus standard gable end detail for complete (COND. 2: Design checked for nett-5 psf) uplift at 24 'oc spacing.' specifications. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.002' @ -1'. 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.036' @ 21'- 8.1' Allowed = 0.781' 13-00 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' 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX TL CREEP DEFL = -0.003' @ 27'- 0.0' Allowed = 0.133' f f T T '( T f MAX HORIZ. LL DEFL = 0.021' @ 25'- 6.5' MAX HORIZ. TL DEFL = 0.034' @ 25'- 6.5' M-3x51 I M-4x4 DESIGN ASSUMES MOISTURE CONTENT DOES 4.0" NOT EXCEED 19%AT TIME OF MANUFACTURE, f 12 M-1.5x4 5 .r<'M-3x5 6.00 M-3x5 12 Design conforms to main windforce-resisting M-3X4 4M M-1.5x4 4 6.00 system and components and cladding criteria. M 3x5 r Wind: 140 mph' h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, �p -M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration tactor=l,6, co Truss designed for wind loads c M-3x6 in the plane of the truss only. 3 M 1,5x3 M-2.5x4 or equal at non-structural diagonal inlets. to Truss designed for 4x2 outlookers. 2x4 let-ins o'` 77, of the same size and grade as structural top chord. Insure tight fit at each end of let-in. c Al& M-5x6 M-3x4 m Outlookers must be cut with care and are '_'� 0 1 1M-3x8 o permissible at inlet board areas only. e- • :4 o M-1105x3 11 o M-3x4 M-5x10 a 3.00 12 3.00 I� 12 9-11 3-01 4-08-12 8-03-04 1, y y y )' 1-00 9-11 7-09-12 8-03-04 1-00 1-00 26-00 1-00 JOB NAME : POLYGON NW PLAN 7-B NH - B1 Scale: 0.2140 \�4.0 PROF�0.n ` l(" sy WARNINGS: GENERAL NOTES.unless otherwise noted: tL� �]I�l! /- �"7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual = OP E r" Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper // 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabilty during construction 2.Design assumes the top end bottom chords to be latoratly braced at DES. BY: BS Is 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 �� continuous sheathing such as plywood sheathing(TC)and/or drywall C. /' �' : DATE: 9/12/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) i CC 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. -� OREGON 4/ SEQ. : 605 9058 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, L ?f Y ZON>`�A, design loads be applied to any component. and are for"dry condition"of use. / TRANS I D: 408071 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 Q 1 4 �P cessary. fabrication,handling,shipment and Installation of components. Design ass ' R`O� 6.This design Is furnished subject to the imitations set forth7.Design assumes adequate onne botdrah facesace is provided.and '�'/C 111111111111111311111 by 8.Plates shall be located both of tress, placed so their center TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Boas. MiTek USA,IDC.ICornpUTrus Software 7.6.6(1L)-E ches. 190.Digitscate size f delate sign values see ESR-1311,ESR-1e88(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 50 2-10=(•247 1594 10- 3=1 0) 228 SPACED 24.0. O.C. 2- 3=-1886) 361 10-11=(-249) 1591 3.11=( -378) 107 BC: 2x4 KDDF S1ANDA 3- 4=(-1479) 359 11-12=(-171) 1308 4.11=( -85) 76 WEBS: 2x4 KDDF STAND LOADING 4. 5=(-1343) 362 12-13=(-436) 2628 4.12=( -183) 151 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1368) 346 13- 8=(-616) 2784 5.12= -207) 953 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2946) 590 12- 6=(-1726) 395 TOTAL LOAD = 42.0 PSF 7- 8=(-3145) 715 6-13=) •191 1428 OVERHANGS: 12.0' 12.0' 8- 9=( 0) 50 13- 7=) -104) 165 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series 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 10PSF LIVE LOAD. TOP 26'- 0.0' -179/ 1206V 0/ OH 5.50' 1.93 KDDF ( 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net1-5 osf) uplift at 24 'oc spacing./ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=I/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL o -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = •0.170' @ 17'- 8.8' Allowed = 1.254' MAX TL CREEP DEFL = -0.335' @ 17'- 8.8' Allowed = 1.672' MAX LL DEFL = 0.002' @ 27'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = •0.003' @ 27'- 0.0' Allowed a 0.133' 13-00 13-00 MAX NORIZ. LL DEFL = 0.098' @ 25'- 6.5' T 5-02-12 T 4-08-04 T 3-01 'f 4-07 4-00-05 4-04-11 MAX HORIZ. TL DEFL = 0.162' @ 25'- 6.5' '( T DESIGN ASSUMES MOISTURE CONTENT DOES 1212 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.0017 M-4x6 Q 6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. A- 5 W-,( p Wind: 140 mph, h=22.4ft, TCDL=4,2,BCDL=6,0, ASCE 7.10 M 3x4 load Heightduration,factors;ds'Cat.2, Exp.B, MWFRS(D�r), M."11 Truss designed for wind loads M 3x6 in the plane of the truss only. 0 c M-3x3 _M-1.5x3 to f ^ 13 Va -5x6 =M-4x4 c / 2 a -'-/-- o t B 1M-3x10 `- , -,o 8 M-3x4 M-110 5x3 1 M-5x10 0 a 3.00 3.00 c:=- 12 12 y * 5-01 b 4-10 y 3-01 y 4-08-12 y 8-03-04 * * y ), * 1-00 9-11 7-09-12 8-03-04 1-00 1-00 26-00 1-00 ��o PROpe. JOB NAME : POLYGON NW PLAN 7-6 NH - 62 31 ale: 0.214D �5' ��j17� IN'fit6' GENERAL NOTES,unless otherwise noted: -44.y1 •7OPEI�� "7 WARNINGS: �C. { 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual C and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: B 2 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibtity of the building designer. 3.Additional temporary bracing to Insure slabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at Are"- a0. 2'o.c.and at 10'o.c.respectively unless braced throughout their lennggtth by it®,. DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). DATE: 9/12/2014 the overall structure Is the responsibiaty of the building designer. 3.2x Impact bridging or lateral braving required where shown++ �L OREGON� iii 4.No load should be applied to any component until after all bracing end 4.Installation of Was Is the responsibility of the respective contractor. .. >k A. SEQ. : 6059059 fasteners are complete and at no time should any loads greater than 5.Design assumes tresses are to be used In a non-corrosNe environment, / 1' Z� �. design loads be applied to any component. and are for"dry condition"of use. d. 1 4 . A TRANS I D: 408071 5.CompuTrus hes no control over and assumes no responsibility for the 6.Dnewe assumes full beating at all supports shown.Shim or wedge If 11 �P fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. M&R R V.b 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center INVTCA In KS!, copies of whll be furnished upon ch III II II II VIII VIII IIII VIII VIII II IIIIM'ITTPe USA,lnC./C mpuTrus(Software 7.6.6(1 L)E request 0.For basiccoOnes coindde with joint center Ines. 9.Digits nne ectoroplaize of te design values see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 JIEIIIIIIIV This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF N16BTA TRUSS SPAN 26'- 0.0" BC: 2x4 KDDF H168TA LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4Wfl/DDF/Cq=1.00 WEBS: 2x4 KDDF STAND SPACED 24.0' 0.C. 2I-- 2=( 0) 50 2- 8=(-270) 1528 3- 8=(-383 258 2- 3=(-1813) 396 8- 9=(-124) 1001 48-- 4=(.128` 638 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 3- 4=(•1590) 399 9. 6=(-298) 1528 4- 9=(•128) 638 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(•1590) 399 9- 5=(-383) 258 DL ON BOTTOM CHORD = 10.0 PSF 6-5- 6=(-1813) 396 OVERHANGS: 12,0' 12.0' TOTAL LOAD = 42.0 PSF 7=( 0) 50 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHt8,CN18 (or no prefix)MT = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS M,M20HS,MiNHS,M16 = MiTek series 0'- 0.0' -179/ 1206V -134/ 134H 5.50' 1.93N KDDFP(C625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 26'- 0,0' -179/ 1206V 0/ OH 5,50• 1.93 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 'COND. 2: Design checked for net(-5 psfl uplift at 24 'oc soacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ •1'- 0.0' Allowed= 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.063• @ 17'- 1.8' Allowed = 1.254' MAX TL CREEP DEFL = -0.127' @ 17'- 1.8' Allowed = 1.672• MAX LL DEFL = 0.002' @ 27'- 0.0' Allowed = 0.100• MAX TL CREEP DEFL = -0.003' @ 27'- 0.0' Allowed = 0.133• 13-00 MAX HORIZ. LL DEFL = 0.026' @ 25'• 6.5' 13-00 MAX HORIZ. TL DEFL = 0.043• @ 25'- 6.5' 6-09-04 6 02-12 6-02-12 T DESIGN ASSUMES MOISTURE CONTENT DOES 'r 12 T f T 6-09-04 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 p M-4x6 system and components and cladding criteria. Q 6,00 4 4 " Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i0 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), ,� load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. cM-1.5x3 M -1,5x3 iliO/f' 1" 0 v 0 f 1 a 0 o M M-3x4 M-3x4 8 0 M-3x5(S) -3x4 M-3x4 0 y 8-10-03 y 8-03-11 y y 1, 8-10-03 10-00 y 16-00 y 1-00 26-00 y y 1-00 JOB NAME : POLYGON NW PLAN 7-B NH - 63 .3.' PROF�s Scale: 0.2199 ��Gj �` �z/p_ s/O WARNINGS: GENERAL NOTES,unless otherwise noted: /Jy/�y 7i p 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for en individual CC' Truss: 83 and Warnings before construction commences, building component.Applicability of design parameters and proper , OP E f 2.2x4 compression wob bredng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY• BS 3.2x4 c Additional temporary bracing to Insure stebi6ty during construction+. 2.Design assumes the top end bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o,c,and at 10'o.c,respectively unless braced throughout their length by DATE: 9/12/2014 the overall structure Is the responsibility of the building designer, continpact uous sheathing such as plywood aired sheathing(TC)end/or drywal C), �_� SEQ. : 6059060 4.No load should be applied to any component until after all bracing and 4.nstallationbofhus or lateral responsibility of the where contractor. 0CC fasteners are complete and at no UM should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, �` V-OREGON b w TRANS I D: 408071 design loads be applied to any component. and are for"dry condition"of use. S.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �Q y 1 Z���•�� fabrication,handling,shipment and installation of components. necessary. 11111111111111111111111 6.This design Is furnished subject to the Irritations set forth 7.Design assumes adequate drainage Is MSR R I L\- TPIM?CA In BCSI,copies ofwhich will be furnished upon request. 8.Platesecoind e with Joint centetr Viness of truss,and placed so their center MITek USA,Inc./CompuTrus Software 7.6.6 1L-E 9.Digits indicate size of plate In Inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 This design prepared from computer input by 1111111 PACIFIC LUMBER-BC TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1. 2= 0 50 2- 8=(-251 1275 8- 3= 0) 232 IC: 2x4 KDDF 418,BTfl; SPACED 24.0' 0.C. 2. 3= -1524) 377 B- 9=(•253I 1272 3- 9=(-448) 135 2 2x4 KDDF 41&BTRR T2 3- 4= -1064) 360 9-10=(•262 1212 9- 4=( -87) 535 BC: 2x4 KDDF S1NDLOADING 4- 5= 0) 0 10.11=(-261) 1213 9- 6=(-391) 167 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1043) 332 6.10=( 0) 201 DL ON BOTTOM CHORD = 10.0 PSF 6.11=(-1450) 362 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 13- 7=( -846) 181 BC LATERAL SUPPORT <= 12'0C. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 OPACIOR AT E'SC CON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' -187/ 1048V -97/ 102H 5.50' 1.68 KDDF ( 625) 21'- 6.5' -921 683V 0/ OH 53.50' 1.09 KDDF625 ) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 26'- 0.0' -149/ 286V 0/ OH 53.50' 0.46 KDDF ( 625)5 OVERHANGS: 12.0' 0.0' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural 110N0. 2: Design checked for nett-5 osf) uplift at 24 'oc spacing.( vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = 0.002' P -1'- 0.0' Allowed = 0.100' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Refer to CompuTrus standard MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' M,M20HS,M18HS,M16 = MiTek MT series gable end detail for complete MAX LL DEFL = -0.041' @ 11'- 0.0' Allowed = 1.054' specifications. MAX TL CREEP DEFL = -0.083' @ 11'- 0.0' Allowed = 1.406' MAX HORIZ, LL DEFL = 0.020' @ 21'- 11.5' MAX HORIZ. TL DEFL = 0.034' @ 21'- 11.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 13-00 Design conforms to main windforce-resisting 13 00 '( 4' system and components and cladding criteria. 1. 5-01 2-00 3-01 9-11 ind: 140 mph h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 5-11 1. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 5 7M-4x4+ 12 load duration factor=l.B, 12 6.00 M 4x6 i 'S16.00 inuthedpianeeoffthewtrussoonly. M-3x4 C.) M-3x4 3 C 3 M 3x4 t0 M-3x4+ m 0 /- o 1 r* e 90.25" M-1.5x310 11 c M-3x4 M-1.5x3 M-5x8(S) y y y L. y J• 5-09-04 5-02-12 5-02-12 5-03-12 4-05-08 y y J` y 26-00 1-00 i 1-00 ,,a...0 PR0pe JOB NAME : POLYGON NW PLAN 7-B NH - 64 Scale: 0,2436 � SCSI �� Ali /�RQp /0iy9. WARNINGS: GENERAL NOTES,unless othernlse noted: �' '912 S SPE �' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: B4 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the braced building designer. pr 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stabiaty during construction 2'o.c.and at to'o.e.respectively unless braced throughout their length by `+'�.-- �, DES. BY: BS la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)anduorheir le l BC). OREGON DATE: 9/12/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsldGty of the respective contractor. 7L A. /O �Y 14' Z0N SEQ. : 6 05 90 61 fasteners are complete and at no time should any loads greater than 5.Design assumes trasses areto be used in a non-corrosie environment, design loads be applied to any component. and are for'dry condition'of use. .P 6.Design assumes lull bearing at all supports shown.Shim or wedge Ifili " TRANS I D: 408071 5.CompuTrus has no control over and assumes no responsibility for the necessary. R R 1�` fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. B.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center , upon urnished IIIIII VIII VIII VIII VIII III I VIII ILII III) MTe USA,Inc./CompuTrus will Software 7.6.6(1 L)-Z request. 10.Fo Ines colndde with joint center Ines. basiccon ectoroplate design values see ESR-1311,ESR-1988(MITeW late in Inches. EXPIRES:12/31/2015 111111 JIIIIII This FIC designLUMBER-BC prepared from computer input by PACI LUMBER SPECIFICATIONS TRUSS SPAN 22'• 0.0' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IQOND. 2: Design checked for net(-5 psfl uplift at 24 'on spacing.) BC: 2x4 OF #1&BTR; SPACED 24.0' 0.C. 2x4 KDDF N1&BTR B1DESIGN ASSUMES MOISTURE CONTENT DOES LOADING NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce•resisting BC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C Connector 18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,MIBHS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. to CompuTrus gable end detail for 11-00 complete specifications. T 11-00 6.00 12 IIM-4x4 12 3 d 6.00 IIJi e) 0 O to f- 4 O 0o ii .� . 0 8M-3x5(S) M-3x4 M-3x4 y y y y 12-00 10-00 y 1-00 22-00 )' 1-00 PRO JOB NAME : POLYGON NW PLAN 7-B NH - Cl Scale: 0.3691 4< °13N icestsrs/ WARNINGS: GENERAL NOTES,unless otherwise noted: CVS\ vi21 O2",� .Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for en Individual 4t' =92$0 P E ti• Truss: ClC I and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to Insure stabtaty during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'0.e.and at 10'o.e.respectively unless braced throughout their length by �� DATE: 9/12/2014 the overall structure is the responsibility of the buildingdesigner. 3co Impact sheathing suchr tas bracingptywgoe cured send/ordrywall(eC). �r/tsr.. 9 3.in(raped bridging or lateral required where shown++ Q SEQ. : 6059062 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. 'j7_ A_OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to e.used in a non•corroslve environment, / ' i" 2.%) ,v". �� TRANS I D' 408071 design loads be applied to any component and are for"dry condition"of use.S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if - Q. 1 4 Q A"�"' fabrication,handling,shipment and Installation of components. necessary. �‘...-1-- 6. _ 6.This design is furnished subject to the Irritations set forth 7.Design assumes adequate drainage Is provided. MFR R ti��' TPIANTCA In BCSI,copies of which will be famished upon request. 6 Ines coincide with Jolates shall be int center on rIness of truss,and placed so their center 1111111111111111111111 MITek USA,Inc./CompuTrus Software 7.6.6(11)-E 0.For lbasicconnector platetdesign values see ESR-1311.ESR-1966(MITek) EXPIRES:12/31/2015 This desigMBER-BCn prepared from computer input by IIIIIIIIIIIIII TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1. 2=1 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 TC: 2x4 KDDF g1&BTR SPACED 24.0' O.C. 2- 3= -1504) 335 8- 9=(-103)) 834 8- 4o(-111) 492 492 BBC: 2x4 KDDF q1&BTfl 3. 4= -1318) 338 9- 6=(-253 1261 9- 5=(-311) 220 WEBS :2x4 KDDF STAND LOADING 4- 5=(-1318) 338 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(•1504) 335 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) Connector plate prefix designators:Com0'- 0.0' -119/ 1038V -109/ 109H 5.50' 1.66 KDDF ( 625) MC,M2OHS, 18HS (16or no iTk prefix) = riesuTrus, Inc LIMITEDISTORAGE DOES NOT APPLY CUE T2 NOT BEINIAL 22'- 0.0' -119/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for nett-5 osfl uplift at 24 'oc soacino.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 MAX LL DEFL = 0.002' @ -1'• 0.0' Allowed = 0.100' MAX TLCREEP MAX LL DEFL = •0.043' @ 14'- 5.8' Allowed = 1.054' MAX TLMAX CREEP LL DEFL = 0.002' @ 23'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 23'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.018' @ 21'- 6.5' MAX HORIZ, TL DEFL = 0.030' @ 21'- 6.5' 11-00 11-00 f DESIGN ASSUMES MOISTURE CONTENT DOES 5-02-12 5-02-12 5-09-04 NOT EXCEED 19%AT TIME OF MANUFACTURE. 5 0 T '( T ann dcomponeorms nts o n 1 04 12 systems. 12 M4x6 'a 6.OD 6.0017" - Wind: 140 mph h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4,0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 h( load duration factor=l.6, '` uo Truss designed for wind loads in the plane of the truss only. Co M-1.5x3 M-1.5x3 0 0 rn 0 co o a T R o MM 9 i!)- 1 r* o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 J, ,1 J. J, 7-06-03 6-11-11 7-06-03 y y 10-00 y 12-00 y /, y y 22-00 1-00 1-00 ���, INS© PRDFe619 JOB NAME : POLYGON NW PLAN 7-6 NH - C2 \�� � /� Scale: 0.2566 WARNINGS: GENERAL NOTES,unless otherwise noted: ;922/0 -L f 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual C2 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss C2 2.2u4 compression web bradng must be Installed where shown*. incorporation of component is the responsidety of the building designer. • p 2.Design assumes the top and bottom chords to be laterally braced at �/ '' 3.Additional temporary bracing to insure stablety during construction T a.c.and at 10'o.c.respectively unless braced throughout their length by `f �, DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)andlordrywaa(BC). �L OREGON�o � DATE: 9/12/2014 the overall structure is the responsibility of the building designer. 3.2n ImpactAbridging or lateral bracing required where shown* 4.No load should bem applied to any component until araC all bracing end 45.Installation assumes trussims is es are e lobe used In the of non-pco osIve environment, /,�_-��' 1 4 CLQ S E Q. : 6059063 dfastenersigtars complete ori at no mpo should any loads greater than and are for"dry condition'of use. 2P design loads be applied to any component. 8.Design assumes NII bearing at all supports shown.Shim or wedge If L V TRANS ID: 40607 1 5.CompuTrus hes no control over and assumes no responsibility for the necessary, `R R V�\' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. . 6.T This design A In 8051.copies of which will be furnishelions d forth up upon 8 Mets Plates shall witbe located oint center on both eras of truss,and placed so their center 1111111111111111111111111111111111111liiiIII MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For 9. f lae in Inches. baigits siccnnectocate sizerplatetdesign values see ESR-1311,ESR-1999(MRek) EXPIRES:12/31/2015 r III 1111 ill This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0,0' [COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) - TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce•resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. : Connector late prefix designators: DL ON BOTTOM CHORD = 10.0 PSF D TOTAL LOAD = 42.0 PSF Wind: 140 mph, CDL=4.2BCDL=6.0, ASCE 7-10, C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc p , h=15ft, T M,M2OHS,MI8HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=l,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD, TOP Gable end truss on continuous bearing wall MON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. 11-00 11.00 complete CompuTrus end detail for 1' 12 IIM-4x4 t2 6.00 1 3 Q 6.00 t7 0 0 o ' s. 4 0 A- c, 1 88 -,h o M-3x5(S) c M-3x4 M-3x4 b ) j 12-00 10-00 ..1, y )' y 1-00 22-00 1-00 (< 0 PRG Fs JOB NAME : POLYGON NW PLAN 7-B NH - C3 Scale: 0.3675 �, QIN s'2 WARNINGS: GENERAL NOTES,unless otherwise noted: ,�� '9 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual CC ,....D.92••P E f Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top and bottom chords to bo laterally braced at ` DES. BY: BS is the responsibility of the erector.Additional permanent bracing of T o.e.and at 10'o.c.respectively unless braced throughout their length by / rte,-- e!� the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood ueathin where shown end/or drywall(BC). DATE: 9/12/2014 P tr g 3.2x Impact bodging or lateral bredng required shown+a Iii 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility ohne respective contractor. 7 A_'OREGON SEQ. : 6059064fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, [- design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. /O y 1 4 20 TRANS I D: 408071 �^�. 6.Design assumes full bearing at all supports shown.Shim or wedge It ary. 6.This design Is furnishedsubject tohe Installation of Irritationsset components.orth by 7.Design assumes adequate drainage Is provided. �C 8.Platesnecesshall shipmentfabdcation,handling, t shall be located on both faces o truss,and placed so their center "R R V I—`' IIIIII II II lull VIII IIII)VIII lull IIII Illi TPIANTCA In BCSI,copies of which will furnished upon request. linos colndde with Joint center lines. 1 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIII II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 50 2- 8=(-224) 1261 3- 8= -311) 220 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3= -1504) 335 8- 90)-103) 834 8- 4= -111) 492 WEBS: 2x4 KDDF STAND 3- 4a -1318) 338 9- 6=(-253) 1261 4- 9= -111) 492 LOADING 4- 5= -1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -119/ 1038V -109/ 109H 5.50' 1.66 KDDF ( 625) a MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0' -119/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for nett-5 osfl uolitt at 24 'oc saucing.) 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 a 0.002' @ 23'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 23'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.018' @ 21'- 6.5' MAX HORIZ. TL DEFL = 0.030' @ 21'- 6.5' 11-00 11-00 1' f 1. DESIGN ASSUMES MOISTURE CONTENT DOES 5-09-04 5-02-12 5-02-12 5-09-04 NOT EXCEED 19%AT TIME OF MANUFACTURE. 1' T T '1' - Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 177- M-4x6 ''';-.15.00 Wind: 140 mph h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 .hf load duration factor=1.6, �I Truss designed for wind loads in the plane of the truss only. C,, M-1.5x3lly°L M-1,5x3 0 0 th m m 0 0 f- o 1 r., PIj ... 0 o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 1, y J, y 7-06-03 6-11-11 7-06-03 J. 1, J, 12-00 10-00 y y 3, y 1-00 22-00 1-00 �� pPROpe JOB NAME : POLYGON NW PLAN 7-B NH - C4 �, INS .9 Scale: 0.2498 \ ! O WARNINGS: GENERAL NOTES,unless otherwise noted: ct*� '11/Z1117 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual - t-9 Z 0 0 P E f' C4 and Warnings before construction commences. building component.Applicability of design parameters end proper / /r Truss: Incorporation of component Is the responsibility of the building designer. �/ 2.2x4 compression lir web bradng must be installed where shown+. 2.Design assumes the top and bosom chords to be laterally braced at 3.Additional temporary bracing to Insure atadlty during construction 2'o.e.and at 10'o.o.respectively unless braced throughout their length by `rte„ _ ®. DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), d Cr DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+ 4.No load should be applied to any component until after as bracing end 4.Installation of truss Is the responsibility of the respective contractor. 7 OREGON 4/ SEQ. : 6059065 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, :4. 4� QNt s As design loads be applied to any component, and are for"dry condition'of use. Q 1 4 2 �"� TRANS I D: 408071 5.CompuTrus has no control over and assumes no responsibility for the 6.Design n assumes full bearing at all supports shown.Shim or wedge If ry. �r p fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. - Me'R RI IA' 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPIANi'CA In BCSI,copies of which will be furnished upon request. 9.lines coincide size joint f plate In Inches. MiTek USA,Imo/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1865(MITep EXPIRES:12/31/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'• 0.0' TC: 2x4 KDDF M168TR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 BC: 2x4 KDDF ff168TR SPACED 24.0' O.C. 1-2=(•51) 28 1-4=(•35) 32 2.4=(•99) 81 KDDF STAND2-3=( •7 3 WEBS: 2x4 LOADING TC LATERAL SUPPORT <= 12.00. UON. BC LATERAL SUPPORT<= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN, (SPECIES Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'• 0.0' -24/ 205V -18/ 43H 5.50' 0.31 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 4'- 0.0' -18/ 131V 0/ OH 5.50' 0.21 KDDF ( 625 LL = 25 PSF Ground Snow (Pg) M,M20HS,M18HS,M16 =MiTek MT series JT 1: Heel to plate corner = 5.25' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ki 2' Design keo checd fr n tl psf) uolift at e o acine.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180� BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ 0'- 0.0' Allowed = 0.100' 3-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.002' @ 0'- 0.0' Allowed = 0.133' .( MAX TC PANEL LL DEFL = 0.004' @ 2'- 4.0' Allowed = 0.159' T MAX TC PANEL TL DEFL = -0.005' @ 2'- 5.2' Allowed = 0.239' 12 MAX HORIZ, LL DEFL = -0.000' @ 3'- 8.2' 4.00 2 MAX HORIZ. TL DEFL = -0.000' @ 3'• 8.2' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce•resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mphh=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 3 (All Heights), Enclosed, Cat,2, Exp,B, MWFAS(Dir), load duration factor=1.6, Truss designed for wind loads Dir in the plane of the truss only. r F- 0 in --willfillillialal ..- M-3x8 M-3x6 M-1.5x3 y y 3-00 b y 4-00 • JOB NAME : POLYGON NW PLAN 7-B NH - D1 �,�aPROFe Scale: 0.6324 � )NF d'sjo WARNINGS: GENERAL NOTES,unless otherwise noted: CV v��/�I 2 1.Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and is for an individual CC' =92.V P E 9 � r Truss: D1 end Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. clOWNWP DES. BY' BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2•o.c.end at 10'o.c.respectively unless braced throughout their length by DATE: 9/12/2014 the overall structure is the responsibility of the buildingdesigner. commnuous sheathing such as plywood sheathing(TC)and/or drywail(BC). y- 9 3.2x impact bridging or lateral bracing required where shown++ -""'1•'-'1".•• Q 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. '3` A„OAR EGONo� 4,/ SEQ. : 6059066 fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• 408071 design loads be applied to any component. and are for'dry condition"of use. S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown•Shim or wedge if Q 14,. A� fabrication,handling,shipment and Installation of components. 7necessary. 1 T- 6.This design Is famished subject to the Irritations set forth 0.Design assumes adequate drainage Is provided. MFR F;{1-� TPIIWfCA In SCSI,copies of which will be furnished upon request. 8.linesss coincide with hall be joint cn enter r Ones.th s of truss,and placed so their center 111 II II 1111111 III I III 111111 111111111 I1I1 MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E9.Digits Indicate size of plate in inches. 10. basicFor onnector plte design values see ESR-1311,ESR-1988(4ITek) EXPIRES:12/31/2015 This design prepared from computer input by II'IIIIIIII�II PACIFIC LUMBER-BC TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER(F2RCCES) 4 4WR/'D� /Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 TC: ) 0 2x4 KDDF H18BTR BC: 2x4 KDDF SPACED 24.0' O.C. STAND WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0' •27/ 215V 0/ 27H 5.50' 0.32 KDDF ( 625) BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 3'- 9.2' 0/ 38V 0/ OH 5.50' 0.06 KDDF ( 625) 4'- 0.0' -36/ 84V 01 OH 1.50' 0.13 KDDF ( 625) CConnector plate prefix designators:= LL = 25 PSF Ground Snow (Pg) M,M2OHS,MI8HS (16 no MiTek prefix) = CompuTrus, Inc )COND. 2: Design checked for net(-5 osfl uplift at 24 'ox spacing.) M,M20HS,M18HS,M16 = MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL JT 1: Heel to plate corner = 5.25' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180MAX LL DEFL = -0.004' @ 0'- 0.0' Allowed = 0.100' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003' @ 0'- 0.0' Allowed a 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.010' @ 2'- 7.0' Allowed = 0.274' MAX HORIZ. LL DEFL = -0.003' @ 3'- 11.2' MAX HORIZ. TL DEFL = 0.003' @ 3'- 11.2' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 D NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M 3x6 Truss designed for wind loads F- in the plane of the truss only. 0 inf- 0 t ro 0 pf 0 4 = 3 M-3x8 3-00 4-00 (PROVIDE FULL BEARING:Jts:4.3.2( JOB NAME: POLYGON NW PLAN 7-B NH - D2 Scale: 0.9224- .01,7��iR '%, WARNINGS: GENERAL NOTES,unless otherwise noted: 0 9G a•P E 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only caabilI the pa sign pas shown erssandis for an individual and Wamings before construction comments. building component.pone y 9 P P 41111,7 ir, Truss D 2 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. • 3.Additional temporary bracing to Insure stabilduring construction 2.Design assumes the top and bottom chords to be laterally braced at ®I�" y 2'o.c.and at 10'0.0.respectively unless braced throughout their len Qth by `rP- DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(1C)and/ordrywell(BC)• �,`. OREGON ;�w Cc DATE: 9/12/2014 the overall strudure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing end 4.Installation es)Gn trtrusss es ttopbe sliyed Iola resilenon-corrosivee contractor. ot environment,SEQ. . 6059067 fasteners are complete and at no lime should any loads greater than and Design for assumestrsescondition"are use. .0: r y lit,.2°.0).• design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if t� TRANS I D: 40807 1 5.CompuTrus has no control over and assumes no responsibility for the necessary. r� �`' fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.TThisIWTCA In BCSI,copies bof which will be furnishetions d forth up n request 6 Onestcore ll b with to t center faces.of truss,and placed so theft center 11111111111111111 MITek USA,Ina/CompuTrus Software 7.6.6(1L)-E 0.FForibasic connector plate dsign values see E5R-1311,ESR-t986(Wok) EXPIRES:12/31/2015 ` 1111111111 This design prepared from computer input by . , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0' (GOND. esi n c IC: 2x4 KEW #18BTR LOAD DURATION INCREASE = 1.15 2: Dg hacked far net( p�f)solift at 24 'oc spacine.l BC: 2x4 KDDF#188TR SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 420 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc . Wind: 140 mph h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 =MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=l,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 3 4.00 ' 0 te) gliiiiiiiiill .._0 0 m 01 _TA 0 I///////////////////////////////////////////////////////////////I M-3x4 4 �j y y y 1-00 8-02 JOB NAME : POLYGON NW PLAN 7-B NH - El Scale: 0.6565 \�A.:1N`d P�ROp p WARNINGS: GENERAL NOTES,unless otherwise noted: 4(57I�2I r^/r --y 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual CC' >9G 0 0 P E E r Truss: El end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 20 o.c.and at 10'o.c.respectively unless braced throughout their length by `"�, DATE: 9/12/2014 responsibilitybuilding designer. continuous sheathing such as plywood required ing(TO)and/or drywall C. the overaa structure is the res onsiMa of the 1.2z Impact bridging or lateral bracing where shown++ Q' 4.No load should be applied to any component until after en bracing end 4.Installation of truss Is the responsibility of the respective contractor. OREGON 47 S E: bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �/. ?� \a A. design loads be applied to any component. and are for'dry condition'of use. / 9.y so �..t„ TRANS I D: 408071 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing et all supports shown.Shim or wedge If Q 14, essary. fabrication,handling,shipment and Installation of components. Design ass MFR R`.L ". 6.This design is furnished subject to the imitations set forth 7.Design assumes adequateatedon drainagethc Isprovided.truss,a ' n 11111111111111111111 by 6.Plates shall be located both faces of truss,end placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MITek) EXPIRES:12/31/2015 IIIIIIIII1H1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0' IBC 2012 MAX MEMBER FORCES 4WR/O0F/Cq=1.00 TC: 2x4 KDDF #188TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 36 2.5=)-51) 67 3.5=(.255) 179 BC: 2x4 KDDF #13BTR SPACED 24.0' O.C. 2.3=(-105) 88 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 <= 12'0C. UDN. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TOTAL LOAD = 42.0 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 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = -0.294' @ 4'- 1.7' Allowed = 0.484' 7-10-04 0-03-12 MAX TC PANEL TL DEFL = -0.393' @ 4'- 1.7' Allowed = 0.727' f f •1 MAX HORIZ. LL DEFL = 0.001' @ 7'- 10.3' 12 MAX HORIZ. TL DEFL = 0.001' @ 7'- 10.3' 4.00 v DESIGN ASSUMES MOISTURE CONTENT DOES M-1.5x3 NOT EXCEED 19%AT TIME OF MANUFACTURE. 3 4 -1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, Truss designed for wind loads o in the plane of the truss only. 0 ,.....iiiiiiiiiidd 0 c%) TD 10 11 Mo 12 �5 -1 M-3x4 M-1.5x3 J. J. J. 7-10-04 0-03-12 1-00 8-02 ��� 0 PR()Fess JOB NAME : POLYGON NW PLAN 7-B NH - E2 Scale: 0.5571 \� . )Nfi �o WARNINGS: GENERAL NOTES,unless otherwise noted: 4� `1GI N 's'' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual cc' 92.v P E { and Warnings before construction commences, building component.Applicability of design parameters and proper /// Truss: E 2Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stablity during construction 2•o.c.and at 10'o.a respectively unless braced throughout their length by `.p '�I DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/ordrywan(BC). s1 Q DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsidity of the respective contractor. >k SEQ. : 6059069 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, �!• 4,O 2QN A design loads be applied to any component. and are for"dry condition'of use. d 1 4 TRANS I D: 408071 ,5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes toll bearing et all supports shown.Shim or wedge If �s fabrication,handling, necessary. '✓leR R`I. ng,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. rl 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center PIANTCA in I,copies of whch ll be furnished upo (III I II I)VIII VIII II II III'I III IIII IIIIMTrTo USA,Inc./CompuTrus s i$O�ftware 7.6.6(1L)-En .6.6(1L)En request. 10.Fnrrlines coincide with joint center lines. ib Indicate ectoroplate delate sign valInches. es see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 < 4 1111111111 This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' TC: 2x4 KDDF #168TH BC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4Y8i/DDF/Cq=1.00 WEBS: 2x4 KDDF STAND SPACED 24.0' D.C. 1-2=( 0) 36 2.5=(-33) 36 3-5=(•161) 127 TC LATERAL SUPPORT <= 12'0C. UON. 2.3=(-69) 49 LOADING 3.4=( -7) 3 BC LATERAL SUPPORT<= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN.LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -61/ 367V 20/ 63H 5.50• 0.59 KDDFPEC625 ) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 3.0' -24/ 212V 0/ OH 5.50' 0.34 KDDF 625) Connector plate prefix designators: M,M20HS,M18HS, or =Mprek MT series 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 osf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002' @ -1'• 0.0' Allowed = 0.100 MAX TL CREEP DEFL = •0.003' @ -1'- 0.0' Allowed = 0.133' 4-11-04 0-03-12 MAX TC PANEL LL DEFL = 0.038' @ 2'• 10.1' Allowed = 0,279' 121. T T MAX TC PANEL TL DEFL = -0.043' @ 2'- 8.1' Allowed = 0.419' 4,00 MAX HORIZ. LL DEFL = 0.000' @ 4'. 11.2' MAX HORIZ. TL DEFL = 0.000' @ 4'- 11.2' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5x3 Design conforms to main windforce•resisting 3 4 a system and components and cladding criteria. Wind: 140 mph h=15ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, Y (All He;ghts), Enclosed, Cat.2, Exp.B, MWFAS(Dir), Oad duration factor=l,6, Truss designed for wind loads In in the plane of the truss only. 0 0 to N 01,1 c:. 1 ! ' 0 IIIIIII .15 ._'' M-3x4 M-1.5x3 y 1, i. y y 4-11-04 0-03-12 1-00 5-03 y JOB NAME: POLYGON NW PLAN 7-B NH - E3 ‘NO.) PROFS Scale: 0.6126 ��!``j(y� pq� O WARNINGS: GENERAL NOTES,unless otherwise noted: ��?\� v 7/l�1/�f' s//1-- Truss: E 3 1.Builder and erection contractor should be advised elan General Notes 1.This design Is based only upon the parameters shown and Is for an Individual nnhhrryy! �1t111 / and Warnings before construction commences. building component.Applicability of design parameters and pe =�V P E 9 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top end bosom chords to be laterally braced at `r r/'� Is the responsibility of the erector.Additional permanent bradng of 2'o.e.and at 10'o.e.respectively as pity unless braced throughout their length)by / y +�, DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or d SEQ, : 6059070 4.No load should baa3.2x Impact bridging or lateral bredng where shown+:y"ap fasteners ere complete and et no time should any loads greater talter all han and 45.Design assumes tru`ss`es are fo be usied In a no orrosive envi onment, �� TRANS I D• 408071 design loads be applied to any component, and ora for"dry condition"of use. 3'G OREGON ((, S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If io 91'-14 ZOO \..1 fabrication,handling,shipment and installation of components. necessary. C' 1111111 VIII VIII VIII VIII VIII VIII IIII IIII 6.This design Is famished subject to the tnulallons set forth 7.Design assumes adequate drainage is provided. TPIM?CA in SCSI,copies of which will be furnished uponquest. 8'Plates eshall ndae with joint on both Ones.s of truss,and placed so their center ��R R{�� MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 190.For basic connectocate slze r plf ate dee sign values see ESR-1311,ESR-1869(MITe1Q EXPIRES:12/31/2015 This design prepared from computer input by 11111111This LUMBER-BC TRUSS SPAN 5'- 3.0' ICOND, 2: Design checked for net(-5 psfl uplift at 24 'oc soacing,I LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 NOTIEN ASSUMES ATITIMEE CONTENT DOES TC: 2x4 KDDF 916BTA SPACED 24.0' O.C. NOT EXCEED 19%AT TINE OF MANUFACTURE. BC: 2x4 KDDF g16BTR LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7,N) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 2.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN16 (or no prefix) =CompuTrus, Inc (All Heights), Enclosed, Cat,2, Exp.B, LIWFAS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, M,M20HS,M16HS,M16 = M>Tek MT series Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REDUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. 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 4.00 3 to 0 0 m..i.i i.i•I I I I I I 1 I I I I l_ gaggligil 1111 N rf 03 of 1 ////////////////// A4 M-3x4 y y y 5-03 1-00 E0 PROF �� , ss JOB NAME: POLYGON NW PLAN 7-6 NH - E4 Scale: 0.7737 �� �YIZI /°�i9 WARNINGS: GENERAL NOTES,unless otherwise noted: �' ..192S SPE�P E f� 1.Builder and erection contractor should be advised of as General Notes 1.Thbuilding component.Apased plicability Ceudlity of n the designters shown and parameters ends p�oper en individual Truss E4 and Warnings beforebracing construction commences. incorporation of component is the responsiblaty of the building designer. 2.2x4 compression web bracinmust be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at `r ®® 3.Additional temporary bracing to Insure stablity during construction 2'o.c.and at 10'o.e.respectively unless braced throughout their length by / '_. /� DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)ahoutth ywea C), at OREGON A.DATE: 9/12/2014 the overea structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing reqof uired where shown++ qf 4.No load should be applied to any component until after all bracing and 6.InstalDesiglation assumes trusses are s Is the responsibility beuised Ince respective non-corrosive environment �/ 4 y Zoe A4- SEQ. : 6059071 fasteners are complete and at no time should any loads greater than and are for"dry condition'of use. Q. 14 �`- design loads be applied to any component 6.Design assumes full bearing at all supports shown.Shim or wedge if -C R R f-�..� TRANS I D' 408071 5.CompuTrus has no centro over and assumes no responsibility for the necessary. fabrication,handling,shipment end installation of components. 7.Design sumes adequate drainage Is provided. + 6.This design Is furnished subject to the irritations set forth by 8.Plates shell be located on both faces of truss,and placed so their center 111111111111111111111111111111111111IIIIItill TPI/WTCA In BCSI,copies of lines coincide with joint center Pries. MiTek A,Inc./CompuTrus lSoftw ech will be f7.6.6(1L)-E urnished upon request. iu Fobscicat ectorsize of plaeteInIn Inches. see ESR-l311,ESR-1988(MRek) EXPIRES:12/31/2015 s