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Multiple Simple Beam <br />LIC# : KW-06014557, Build:20.24.07.08 BENJAMIN IONESCU (c) ENERCALC INC 1983-2023 <br />Project File: soto.ec6 <br />Project Title: <br />Engineer: <br />Printed: 23 JUL 2024, 4:02PM <br />Description : <br />4x10, Sawn, Fully Unbraced <br />Using Allowable Stress Design with ASCE 7-22 / IBC 2024 (L<=100psf) Load Combinations, Major Axis Bending <br />Wood Beam Design : <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Douglas Fir-Larch No.1 <br />1350 <br />1350 <br />925 <br />625 <br />1600 <br />580 <br />170 <br />675 <br />31.21 <br />Eminbend - xx ksi <br />Wood Species :Wood Grade : <br />Fb - Tension <br />psi <br />psi Fv psi <br />Fb - Compr Ft psi <br />Fc - Prll psi <br />psiFc - Perp <br />Ebend- xx ksi Density pcf <br />BM#1 <br />Applied Loads <br />Beam self weight calculated and added to loads <br />Unif Load: D = 0.010, Lr = 0.020 k/ft, Trib= 9.0 ft <br />Unif Load: D = 0.0050, L = 0.010 k/ft, Trib= 9.0 ft <br />.Design Summary <br />Max fb/Fb Ratio =0.470 : 1 <br />Max Reactions (k)HEWSLLr <br />+D+0.750Lr+0.750LLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />5.000 inft <br />67.57 psi <br />Fb : Allowable :2,202.68 psi <br />Right Support <br />Fv : Allowable : <br />Span # 1 <br />Load Comb :+D+0.750Lr+0.750L <br />212.50 psi <br />fb : Actual : <br />Max fv/FvRatio =0.318 : 1 9.233 ft <br />1,035.38 psi at <br />atfv : Actual : <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.110 in <br />Transient Upward 0.000 in <br />Total Downward 0.211 in <br />Total Upward 0.000 in <br />0.71 0.450.900.71 0.450.90 Ratio 1088 568Ratio <br />LC: Lr Only LC: +D+0.750Lr+0.750L <br />LC:LC: <br />BEAM Size :4x6, Sawn, Fully Unbraced <br />Using Allowable Stress Design with ASCE 7-22 / IBC 2024 (L<=100psf) Load Combinations, Major Axis Bending <br />Wood Beam Design : <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Douglas Fir-Larch No.2 <br />875 <br />875 <br />600 <br />625 <br />1300 <br />470 <br />170 <br />425 <br />31.21 <br />Eminbend - xx ksi <br />Wood Species :Wood Grade : <br />Fb - Tension <br />psi <br />psi Fv psi <br />Fb - Compr Ft psi <br />Fc - Prll psi <br />psiFc - Perp <br />Ebend- xx ksi Density pcf <br />BM#2 <br />Applied Loads <br />Beam self weight calculated and added to loads <br />Unif Load: D = 0.010, Lr = 0.020 k/ft, Trib= 9.0 ft <br />Unif Load: D = 0.0050, L = 0.010 k/ft, Trib= 8.50 ft <br />.Design Summary <br />Max fb/Fb Ratio =0.634 : 1 <br />Max Reactions (k)HEWSLLr <br />+D+0.750Lr+0.750LLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />3.000 inft <br />66.91 psi <br />Fb : Allowable :1,618.30 psi <br />Right Support <br />Fv : Allowable :Span # 1 <br />Load Comb :+D+0.750Lr+0.750L <br />212.50 psi <br />fb : Actual : <br />Max fv/FvRatio =0.315 : 1 5.560 ft <br />1,026.46 psi at <br />atfv : Actual : <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.084 in <br />Transient Upward 0.000 in <br />Total Downward 0.156 in <br />Total Upward 0.000 in <br />0.41 0.260.540.41 0.260.54 Ratio 860 461Ratio <br />LC: Lr Only LC: +D+0.750Lr+0.750L <br />LC:LC: <br />2 OF 4 <br />5510 W Roosevelt <br />Ave12/10/2024