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I <br /> COMPANY PROJECT <br /> i Adoillik <br /> CG Engineering <br /> Wood\A/orks <br /> 250 4th Ave S.STE 200 <br /> Oct 1,2021 11:50 <br /> SdYFY$4' EF woo DESIGN <br /> 4B Upper Landing Beam <br /> I <br /> Design Check Calculation Sheet <br /> Wood Works Sizer 2019(Update 3) <br /> Loads: <br /> Load Type Distribution Pat- Location [ft] Magnitude Unit <br />--Ill tern Start End Start End <br /> Load]. Dead Partial UDL 0.11 4.61 85.0 85.0 plf <br /> Load2 Live Partial UDL 0.11 4.61 567.0 567.0 plf <br /> Load3 Dead Partial UDL 4.61 9.94 8.0 8.0 plf <br /> Load4 Live Partial UDL 4.61 9.94 50.0 50.0 plf <br /> Loads Dead Point 5.94 280 lbs <br /> Load6 Live Point 5.94 650 lbs <br /> Load? Dead Point 9.31 280 lbs <br /> Loade Live Point 9.31 650 lbs <br /> Self-weight Dead Full UDL 15.3 plf <br /> Maximum Reactions(Ibs),Bearing Capacities(Ibs)and Bearing Lengths(in): <br /> I <br /> 10.03' <br /> I <br /> I <br /> Unfactored: " 9�3' <br /> Dead 515 623 <br /> Live 2341 <br /> 1777 <br /> Factored: <br /> Total 2856 2399 <br /> ' Bearing: - <br /> Capacity <br /> Beam 2856 2399 <br /> Support 3162 2656 <br /> Des ratio <br /> Beam 1.00 1.00 <br /> Support 0.90 0.90 <br /> Load comb #2 42 <br /> Length 1.31 1.10 <br /> :din req'd 1.31 1.10 <br /> Cb 1.00 - 1.00 <br /> Cb min 1.00 <br /> 1.00 <br /> Cb support 1.11 1.11 <br /> ' For sup 625 <br /> 525 <br /> 1 1 <br /> Stair 4B Upper Landing Beam <br /> PSL,2.0E,2.0E,3-1/2"x14" <br /> I <br /> Supports:All-Timber-soft Beam,D.Fir-L No.2 <br /> Total length:10.0';Clear span:9.813;Volume=3.4 cu.ft. <br /> Lateral support:top=at supports,bottom=at supports; <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 £v = 64 Fv' - 290 psi fv/Fv' - 0.22 <br /> Bending(+) £;, = 657 Fb' = 2707 psi fb/Fb' = 0.24 <br /> Live Defl'n 0.05 = < L/999 0.33 = L/360 in 0.16 <br /> Total Defl'n 0.07 = < L/999 0.50 = L/240 in 0.14 <br /> I <br /> Additional Data: <br /> FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci Co LC# <br /> Fv' 290 1.00 1.00 1.00 1.00 2 <br /> Fb'+ 2900 1.00 - 1.00 0.934 0.983 - 1.00 1.00 -- -- 2 <br /> Fcp' 625 - - 1.00 - - -- - 1.00 _.. -- - <br /> E' 2.0 million - 1.00 - - - - 1.00 - - 2 <br /> 111 Erniny' 1.04 million - 1.00 - - - -- 1.00 - -- 2 <br /> CRITICAL LOAD COMBINATIONS: <br /> Shear : LC #2 = D + L <br /> Bending(+): LC #2 = D + L <br /> Deflection: LC #2 = D + L (live) <br /> LC 42 = D + L (total) <br /> I <br /> Bearing : Support 1 - LC #2 = D + L <br /> Support 2 - LC #2 = D + L <br /> D=dead L=live <br /> All LC's are listed in the Analysis output <br /> Load combinations: <br /> CALCULATIONS: <br /> V max = 2856, V design = 2092 lbs; M(+) = 6262 lbs-ft <br /> Ely <br /> = 1600.67 lb-•in^2 Apparent E approximates the effect of shear deflection. <br /> "Live" deflection is due to all non-dead loads (live, wind, snow...) <br /> Total deflection 1.0 dead + "live" <br /> Lateral stability(+): Lu = 9.94' Le = 19.69' RB = 16.4 <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.FIRE RATING:LVL,PSL and LSL are not rated for fire endurance. <br /> 4.SCL:Structural composite lumber design has assumed:-dry service conditions-no preservative or fire-retardant treatment-no notches <br /> 5.SCL:Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. 54 <br />