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COMPANY PROJECT <br /> WoodWorks`�! f Nov.1,2022 08:55 CoWmn 1 <br /> Design Check Calculation Sheet <br /> WoodWorks Sizer 2019(Update 4) <br /> Loads: <br /> L-d Type 1ix:r ributicn Lo_at ion Ift1 Magnitudes' Un14 <br /> t.a.r.t Eud :rex'i ?nd <br /> Lnadl Dead 9C7 .L <br /> Axis] iL•cc, i..25"I ka <br /> Load2 Li to Fxia1 IECc. = 1.�5"t 3611 lbs <br /> icad5 Sao. :u:ial fEc:., a 1.25") __`64 lbs <br /> 1.rad4 --rthq-ke ?e int7 9ft 3Pl ltr. <br /> -f?i ht bead »xial ?.^. lb� <br /> Reactions(lbs): <br /> l+R t'3CL Died i <br /> L"fie:a.i: <br /> oaad 0' <br /> Live <br /> cno <br /> Eaithquak $37 <br /> Axial: <br /> nail <br /> Livc 3311 <br /> i7+•5'F 1504 <br /> 15n4 <br /> FacL..xed: <br /> L--?F 41i <br /> L:.ad contY. IP: bl <br /> Timber-soft,Hem-Fir,Ho.2,8x8(7-1/2"x7-1/2") <br /> Support:Non-wood <br /> Total length:T.88':Volume-3.1 cu.A.:Post or timber <br /> Fixed base:Free top:Load face=widlh(b):Incised:Ke x Lb:2.1 x 7.9=16.59 ft:Ke x Ld:2.1 x T.9=16.59 It. <br /> This section PASSES the design code check. <br /> Analysis vs.Allowable Stress and Deflection using Nos 2018: <br /> on Anal•sis value Dasi.n ;'aiue Unit Ana1'rsia/Deaiun <br /> sh33r Ev 11 F.. - 1-;y psi. fa-/Fv' - U.D6 <br /> aendi,na;+) lb "- 1;6 Fb' �- 4•i0 psi fbieh' v O.l' <br /> 3e-ndina_:-) fb "• 5.4 Fb' - "'36 pax fb!Fb' - 0.75 <br /> Ax1a1 fc 82 Fc.• - -283 psJ, fC/FC' _ 0.2e <br /> u:rl'ii.n�a:l lexial i eccstttr c + aide load be Aling) Eq,i .4-1 " 6.7E <br /> Axial "eats.Rg =e = 82 Fc'" - 450 psi fe/TC, = U.18 <br /> Sotal Defl'n U.43 = L/2Z0 t G.•19 Y L;120 1 in U.55 <br /> Additional Data: <br /> L <br /> '1.OR^a: P!E:rsi) CD C1 Ct CL C? CF Cfu Cr Cfrt Ci LCII <br /> Fa 140 1.10 1.00 1.100 - - - - 1.00 0.60 <br /> �75 1,On 1.00 1.00 1.000 1,000 - 1.Do I,OD 0,E0 2 <br /> 1.e0 'I.OD 1,DU ],VOC: 1,U00 - 1.06 1.OG U.fiO 9 <br /> Fc' S" 1.On 1.00 1.00 D..iiS 1.000 - _ 1 no D.30 <br /> mt• 575 1.V - - 0.4M - - <br /> 1.J. million 1.00 1.00 - - - - 1.00 0.95 a <br /> �r 1n' 0.40 rr.1 Ulon 1.00 1.00 - •- - - 1.00 0.95 13 <br /> .175 n,: uD 1.00 - 1.00C - - i.00 0.90 <br /> CRITICAL LOAD COMBINATIONS: <br /> ? rc : L9 #A = G .} <br /> .enc i ng la•): LC C2 D + <br /> 9-.n.txn91-): LC f9 - r,fhJ4 6.7E <br /> :x:flRCtlon: LC rB - D r .7E dive) <br /> L. + C.7F, fLot.1) <br /> Axial LC 92 = D = <br /> Comb;-nod LC re 1) 0.7E !I- Sc3 Fb'- 73e <br /> FCE= 3" Fxe/5-fc;fixe!d)" lc• <br /> P,TM,i�•ai L-i iv¢ $=u1'Wa E=tart hquake <br /> A.11. LL's are listed in t1:e Analysis output <br /> Lo3•J ccadbin Ationn: Aso Basic. from ASCE 7-10 2.4 / LBC. 2018 1i05.3.1 <br /> CALCULATIONS: <br /> t•" = 413 lbs; Mf-) 471 11+a-ft; M(-) - 3245 lbs-ft•; P - 46D Inc <br /> ECy = 290.0? lb•-x n'2 <br /> 'L1�•e" Deflection iy due to all Ron-9ead loado (li^e, wind, Sneur,,.l <br /> Total deflection - 1..5 dead + •live^ <br /> Design Notes: <br /> 1•Analysis and desicIn are in accordance with the ICC International Building Code 11BC 2018)and the National Design Specification(NDS 208).using Allowable Stress Design(ASD)•Design values are <br /> from the NOS Supplement. <br /> 2.Please verity that the default deflection limits are appropriate for your application. <br /> 3.Axial load eccentricity applied in direction of load face only.It is the designers responsibility to check for effect of eccentricity in the other direction. <br /> 9 <br />