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I <br /> COMPANY PROJECT <br /> CG Engineering <br /> ({� 250 4th Ave S.STE 200 <br /> ■■e Edmonds,WA 98020 <br /> • i ,1 W , ,o W r k s Sep.3Q,2021 09:13 <br /> pFtyyF.(yy;yp pfgtC,�a Roof Rafter <br /> I Design Check Calculation Sheet <br /> Wood Works Sizer 2019(Update 3) <br /> Loads: <br /> Load Type Distribution Pat- Location (ftt Magnitude Unit <br /> III <br /> tern Start End Start End <br /> Loadl Dead Full Area 10.00(24.0") psf <br /> Load2 Snow Full Area 25.00(24.0") psf <br /> Maximum Reactions(Ibs),Bearing Capacities(Ibs)and Bearing Lengths(in): <br /> I ---______I <br /> 6.712 ---- -- ------1 <br /> ._ <br /> i 't--------------"-- <br /> 0'' <br /> a' <br /> Unfactored: <br /> Dead 87 87 <br /> i <br /> Snow 201 201 <br /> Factored: <br /> Total 288 <br /> Bearing: 288 <br /> F'theta 457 457 <br /> Capacity <br /> Joist 685 685 <br /> i Support 1055 1055 <br /> Des ratio <br /> Joist 0.42 0.42 <br /> Support 0.27 0.27 <br /> Load comb #2 #2 <br /> Length 0.50# 0.50# <br /> in read 0.50* 0.50* <br /> Cb 1.00 1.00 <br /> Cb min 1.00 1.00 <br /> Cb support 1.13 1.13 <br /> Fcp sup 625 625 <br /> *Minimum bearing length setting used:1/2"for end supports <br /> 1 (2)2x4 HF#2 Roof Rafter <br /> Lumber n-ply,Hem-Fir,No.2,2x4,2-ply(3"x3-1/2") <br /> Supports:All-Timber-soft Beam,D.Fir-L No.2 <br /> Roof joist spaced at 24.0"sic;Total length:8.81';Clear span(horz):7.938';Volume=0.6 cu.ft.;Pitch:5/12 <br /> i Lateral support:top=continuous,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); <br /> This section PASSES the design code check. <br /> Analysis vs.Allowable Stress and Deflection using Nos 2018: <br /> Criterion Analysis Value Design Value Unit Analysis/Design <br /> I <br /> Shear Bending(+) fv = 35 Fv' = 172 <br /> Pb' = 1686 psi fv/Fv' = 0.20 <br /> fb = 1123psi fb/Fb' = 0.67 <br /> Live Defl'n 0.39 = L/267 0.43 = L/240 in 0.90 <br /> Total Defl'n 0.56 = L/186 0.58 = L/180 in 0.96 <br /> Additional Data: <br /> i FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# <br /> Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 <br /> F»'+ 850 1.15 1.00 1.00 1.000 1.500 -- 1.15 1.00 1.00 - 2 <br /> Fcp' 405 1.00 1.00 - 1.00 1.00 <br /> E' 1.3 million 1.00 1.00 - - - -- 1.00 1.00 - 2 <br /> Eoin' 0.47 million 1.00 1.00 - - - 1.00 1.00 - 2 <br /> CRITICAL LOAD COMBINATIONS: <br /> Shear : LC #2 = D + S <br /> Bending(+): LC #2 = D + S <br /> Deflection: LC #2 = D + S (live) <br /> LC #2 = D + S (total) <br /> Bearing : Support 1 - LC #2 = D + S <br /> Support 2 - LC #2 = D + S <br /> D=dead arow <br /> All LC's are listed in the Analysis output <br /> Load combinations: <br /> CALCULATIONS: <br /> V max = 265, V design = 246 lbs; M(+) = 573 lbs--ft <br /> Ely = 6.97 lb--in"2/ply <br /> "Live" deflection is due to all non--dead loads (live, wind, snow...) <br /> Total deflection = 1.0 dead + "live" <br /> Bearing: Allowable bearing at an angle F'theta calculated for each support <br /> as per NDS 3.10.3 <br /> Design Notes: <br /> 1.Analysis and design are in accordance with the ICC International Building Code(IBC 2018)and the National Design Specification(NDS 2018),using Allowable Stress Design(ASD).Design values are <br /> from the NDS Supplement. <br /> 2.Please verify that the default deflection limits are appropriate for your application. <br /> 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. <br /> 4.SLOPED BEAMS:level bearing is required for all sloped beams. <br /> 5.FIRE RATING:Joists,wall studs,and multi-ply members are not rated for fire endurance. <br /> 1 <br />