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Multiple Simple Beam <br />LIC# : KW-06018780, Build:20.23.08.30 GED CONSULTANTS, INC. (c) ENERCALC INC 1983-2023 <br />Project File: Ross Commons- GARAGE.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />DB1 - RH 2Description : <br />BEAM Size :4x8, Sawn, Fully Unbraced <br />Using Allowable Stress Design with IBC 2021 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 />875.0 <br />875.0 <br />600.0 <br />625.0 <br />1,300.0 <br />470.0 <br />170.0 <br />425.0 <br />31.210 <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 />DB 1 <br />Applied Loads <br />Beam self weight calculated and added to loads <br />Unif Load: D = 0.1550, Lr = 0.1960 k/ft, Trib= 1.0 ft <br />.Design Summary <br />Max fb/Fb Ratio =0.799 : 1 <br />Max Reactions (k)HEWSLLr <br />+D+Lr+HLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />4.000 inft <br />71.93 psi <br />Fb : Allowable : 1,397.16 psi <br />Right Support <br />Fv : Allowable :Span # 1 <br />Load Comb : +D+Lr+H <br />212.50 psi <br />fb : Actual : <br />Max fv/FvRatio =0.339 : 1 0.000 ft <br />1,116.19 psi at <br />atfv : Actual : <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.126 in <br />Transient Upward 0.000 in <br />Total Downward 0.229 in <br />Total Upward 0.000 in <br />0.64 0.78 <br />0.64 0.78 Ratio 763 419Ratio <br />LC: Lr Only LC: +D+Lr+H <br />LC: LC: <br />BEAM Size :4x6, Sawn, Fully Unbraced <br />Using Allowable Stress Design with IBC 2021 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 />875.0 <br />875.0 <br />600.0 <br />625.0 <br />1,300.0 <br />470.0 <br />170.0 <br />425.0 <br />31.210 <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 />RH 2 <br />Applied Loads <br />Beam self weight calculated and added to loads <br />Unif Load: D = 0.1790, Lr = 0.1910 k/ft, Trib= 1.0 ft <br />.Design Summary <br />Max fb/Fb Ratio =0.164 : 1 <br />Max Reactions (k)HEWSLLr <br />+D+Lr+HLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />1.350 inft <br />26.24 psi <br />Fb : Allowable : 1,416.11 psi <br />Right Support <br />Fv : Allowable :Span # 1 <br />Load Comb : +D+Lr+H <br />212.50 psi <br />fb : Actual : <br />Max fv/FvRatio =0.123 : 1 2.250 ft <br />231.87 psi at <br />atfv : Actual : <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.004 in <br />Transient Upward 0.000 in <br />Total Downward 0.007 in <br />Total Upward 0.000 in <br />0.25 0.26 <br />0.25 0.26 Ratio 8901 4544Ratio <br />LC: Lr Only LC: +D+Lr+H <br />LC: LC: <br />Page 19 of 19 <br />HOLD - 1223 N Ross <br />St3/4/2025