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I <br /> COMPANY PROJECT <br /> 00111" CO Engineering <br /> 250 4thiWood\'Vorks Edmonds, <br /> s,WA9Ave S.STE 200 <br /> Edmonds,WA 98020 <br /> Sep.22,2021 14:15 <br /> BoFl v.> Fc1 wood r s,ce Roof Rafter-2 <br /> I Design Check Calculation Sheet <br /> Wood Works Sizer 2019(Update 2) <br /> Loads: <br /> Load Type Distribution Pat- Location [£tl Magnitude Unit <br /> III <br /> tern Start End Start End <br /> Lcadl 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 /> -1 <br /> - -�_--14.67' <br /> V7- <br /> III 0' <br /> 13.5' <br /> Unfactored: <br /> Dead 147 <br /> 139 Snow 339 <br /> Factored: <br /> IIITotal 48.5 485 <br /> Bearing: 339 <br /> F'theta 690 <br /> 690 <br /> Capacity <br /> Joist 1035 <br /> 1035 <br /> II/ Support 1055 1055 <br /> Des ratio <br /> Joist 0.47 0.47 <br /> Support 0.46 0.46 <br /> Load comb #2 #2 <br /> Length 0.50* 0.50* <br /> Min req'd 0.50* 0.50* <br /> III Cb 1.00 1.00 <br /> Cb min 1.00 <br /> 1.00 <br /> Cb support 1.13 1.13 <br /> Fcp sup 625 - 625 <br /> *Minimum bearing length setting used:t/2"for end supports <br /> III <br /> (2)2x6 DF#2 Roof Joist <br /> Lumber n-ply,D.Fir-L,No.2,2x6,2-ply(3"x5-1/2") <br /> Supports:All-Timber-soft Beam,D.Fir-L No.2 <br /> Roof joist spaced at 24.0"c/c;Total length:14.88`;Clear span(horz):13.438';Volume=1.7 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 NDS 2018: <br /> Criterion Analysis Value Design Value Unit Analysis/Design <br /> .IllShear fv = 36 Fv' = 207 psi fv/Fv' = 0.18 <br /> Bending(+) fb = 1295 Fb' = 1547 psi fb/Fb' = 0.84 <br /> Live Defl'n 0.66 = L/266 0.73 = L/240 in 0.90 <br /> Total Defl'n 0.94 = L/185 0.98 = L/180 in 0.97 <br /> Additional Data: <br /> III FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# <br /> Fv' 180 1.15 1.00 1.00 1.00 1.00 1.00 2 <br /> Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.15 1.00 1.00 2 <br /> Fcp' 625 1.00 1.00 1.00 1.00 - <br /> E' 1.6 million 1.00 1.00 -- 1.00 1.00 2 <br /> Emin' 0.58 million 1.00 1.00 -. - - - 1.00 1.00 - 2 <br /> CRITICAL LOAD COMBINATIONS: <br /> III 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 /> II/ <br /> D=dead S=snow <br /> All LC's are listed in the Analysis output <br /> Load combinations: <br /> CALCULATIONS: <br /> V max = 447, V design = 417 lbs; 14(+) = 1633 lbs-ft <br /> EIy = 33.27 lb--in*2/ply <br /> "Live" deflection is due to all non-dead loads (live, wind, snow...) <br /> III Total deflection = 1.0 dead + "live" <br /> Bearing: Allowable bearing at an angle F'theta calculated for each support <br /> as per FADS 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 /> Ifrom 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 /> III 7 <br />