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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: Lowell Patio.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />DBM 101-102-103Description : <br />BEAM Size :6x10, 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 <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 />DBM 101 <br />Applied Loads <br />Beam self weight calculated and added to loads <br />Unif Load: D = 0.0910, Lr = 0.0870 k/ft, Trib= 1.0 ft <br />.Design Summary <br />Max fb/Fb Ratio =0.369 : 1 <br />Max Reactions (k)HEWSLLr <br />+D+LrLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />5.400 inft <br />25.24 psi <br />Fb : Allowable : 1,084.57 psi <br />Right Support <br />Fv : Allowable :Span # 1 <br />Load Comb : +D+Lr <br />212.50 psi <br />fb : Actual : <br />Max fv/FvRatio =0.119 : 1 10.044 ft <br />400.39 psi at <br />atfv : Actual : <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.052 in <br />Transient Upward 0.000 in <br />Total Downward 0.114 in <br />Total Upward 0.000 in <br />0.55 0.47 <br />0.55 0.47 Ratio 2472 1136Ratio <br />LC: Lr Only LC: +D+Lr <br />LC: LC: <br />BEAM Size :6x10, 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 <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 />DBM 102 <br />Applied Loads <br />Beam self weight calculated and added to loads <br />Unif Load: D = 0.004620, Lr = 0.0060 k/ft, Trib= 1.0 ft <br />1Point: D = 0.320, Lr = 0.640 k @ 7.40 ft <br />.Design Summary <br />Max fb/Fb Ratio =0.557 : 1 <br />Max Reactions (k)HEWSLLr <br />+D+LrLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />7.400 inft <br />17.94 psi <br />Fb : Allowable : 1,080.53 psi <br />Right Support <br />Fv : Allowable :Span # 1 <br />Load Comb : +D+Lr <br />212.50 psi <br />fb : Actual : <br />Max fv/FvRatio =0.084 : 1 14.011 ft <br />602.38 psi at <br />atfv : Actual : <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.160 in <br />Transient Upward 0.000 in <br />Total Downward 0.267 in <br />Total Upward 0.000 in <br />0.28 0.36 <br />0.28 0.36 Ratio 1112 665Ratio <br />LC: Lr Only LC: +D+Lr <br />LC: LC: <br />Page 18 of 26 <br />1401 S Lowell St <br />11/13/2024