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COMPANY PROJECT <br /> I woodworks("' <br /> umrWAatFOR 000csrc+v Feb.8,2023 08:30 Existing 6x12-Weak Axis Bending <br /> Design Check Calculation Sheet <br /> Wood Works Sizer 2019(Update 2) <br /> Loads: <br /> Load Type Distribution Pat- Location [ft] Magnitude Unit <br /> tern Start End Start End <br /> Loadl Wind Partial UDL 3.31 18.73 31.0 31.0 plf <br /> Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): <br /> y 22.042' t <br /> 0' 21.5' <br /> Unfactored: <br /> Wind 239 239 <br /> Factored: <br /> Total 143 143 <br /> Bearing: <br /> Capacity 16854 <br /> Beam 16854 <br /> Support 16854 16854 <br /> Des ratio <br /> Beam 0.01 0.01 <br /> Support 0.01 0.01 <br /> Load comb #2 #2 <br /> Length 3.50 3.50 <br /> Min req'd 0.50* 0.50* <br /> Cb 1.00 1.00 <br /> Cb min 1.00 1.00 <br /> Cb support 1.00 1.00 <br /> Fcp sup 625 625 <br /> *Minimum bearing length setting used:1/2"for end supports <br /> Existing 6x12-Weak Axis Bending <br /> Timber-soft,D.Fir-L,No.1,6x12(5-1/2"x11-1/2") <br /> Supports:All-Lumber-soft Beam,D.Fir-L No.1 <br /> Total length:22.06';Clear span:21.438';Volume=9.7 cu.ft.;Beam or stringer <br /> Wet service;Incised;Lateral support:top=at supports,bottom=at supports;Oblique angle:90.0 deg; <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 /> Shear x-x fv = 0 Fv' = 218 psi fv/Fv' = 0.00 <br /> y-y fv = 3 Fv' = 218 psi fv/Fv' = 0.02 <br /> Bending(+) x-x fb = 0 Fb' = 1593 psi fb/Fb' = 0.00 <br /> y-y fb = 205 Fb' = 1279 lbs-ft fb/Fb' = 0.16 <br /> Live Defl'n 0.37 = L/695 0.72 = L/360 in 0.52 <br /> Total Defl'n 0.37 = L/695 1.08 = L/240 in 0.35 <br /> Additional Data: <br /> FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# <br /> Fvy' 170 1.60 1.00 1.00 - - - - 1.00 0.80 - 2 <br /> Fby' 1350 1.60 1.00 1.00 1.000 1.000 0.74 1.00 1.00 0.80 - 2 <br /> Fcp' 625 - 0.67 1.00 - - - - 1.00 1.00 - - <br /> E' 1.6 million 1.00 1.00 - - 0.90 - 1.00 0.95 - 2 <br /> Emin' 0.53 million 1.00 1.00 - - 0.90 - 1.00 0.95 - 2 <br /> CRITICAL LOAD COMBINATIONS: <br /> Shear : LC #2 = 0.6D + 0.6W <br /> Bending(+): LC #2 = 0.6D + 0.6W <br /> Deflection: LC #2 = 0.6D + 0.6W (live) <br /> LC #2 = 0.6D + 0.6W (total) <br /> Bearing : Support 1 - LC #2 = 0.6D + 0.6W <br /> Support 2 - LC #2 = 0.6D + 0.6W <br /> W=wind <br /> All LC's are listed in the Analysis output <br /> Load combinations: <br /> CALCULATIONS: <br /> V max = 143, V design = 143 lbs; M(+) = 989 lbs-ft <br /> EIy = 255.10 lb-in^2 <br /> "Live" deflection is due to all non-dead loads (live, wind, snow...) <br /> Total deflection = 2.0 dead + "live" <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,Stt ss Design <br /> (ASD).Design values are from the NDS Supplement. LLLL <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 />