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I <br /> COMPANY PROJECT <br /> CO Engineering <br /> 250 4th Ave S.STE 200 <br /> Edmonds,WA 98020 <br /> tfl\ WoodWorks®SOFTty eow w00p MS: Rafter <br /> I Design Check Calculation Sheet <br /> WoodWorks Sizer 2019(Update 2) <br /> Loads: <br /> Load Type Distribution Pat- Location (ft) Magnitude Unit <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 /> _ -6.545' <br /> 1 1 <br /> 6' <br /> Unfactored: <br /> Dead 51 <br /> Snow 151 <br /> Factored: 15165 <br /> Total 216 <br /> Bearing: 216 <br /> F'theta 457 <br /> 457 <br /> Capacity <br /> Joist 342 342 <br /> Support 586 586 <br /> Des ratio <br /> Joist 0.63 0.63 <br /> Support 0.37 0.37 <br /> Load comb #2 <br /> #2 <br /> III Length 0.50* 0.50* <br /> Min req'd 0.50* 0.50° <br /> Cb 1.00 1.00 <br /> Cb min 1.00 1.00 <br /> Cb support 1.25 <br /> 1.25 <br /> Fcp sup 625 625 <br /> `Minimum bearing length setting used:1/2"for end supports <br /> 2x4 HF#2 Roof Joist <br /> Lumber-soft,Hem-Fir,No.2,2x4(1-1/2"x3-1/2") <br /> . Supports:All-Timber-soft Beam,D.Fir-L No.2 <br /> 1 Roof joist spaced at 24.0"c/c;Total length:6.69';Clear span(horz):5.938';Volume=0.2 cu.ft.;Pitch:5/12 <br /> 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 NDS 2018: <br /> Criterion Analysis Value Design Value Unit Analvsis/Design <br /> Shear fv = 51 Fv' = 172 psi fv/Fv' - 0.30 <br /> fb/Fb' = 0.75 <br /> Bending(+) fb = 1264 <br /> Fb' = 1686 psi <br /> Live Defl'n 0.25 = L/317 0.32 = L/240 in 0.76 <br /> Total Defl'n 0.35 = L/221 0.43 = L/180 in 0.81 <br /> III <br /> Additional Data: <br /> 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 /> Fb'+ 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 /> Emin' 0.47 million 1.00 1.00 -- - - -- 1.00 1.00 -- 2 <br /> III 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 + $ (total) <br /> Bearing : Support 1 - LC #2 = D + S <br /> III Support 2 - LC #2 = D + S <br /> D=dead S=snow <br /> All LC's are listed in the Analysis output <br /> Load combinations: <br /> CALCULATIONS: <br /> V max = 198, V design = 179 lbs; M(+) = 323 lbs-ft <br /> IIIEly = e.97 tionni2 <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:I <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 /> III 5 <br />