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Multiple Simple Beam <br />MCCULLUM ENGINEERINGLic. # : KW-06006965 <br />McCullum Engineering, Inc. <br />727 2nd St., Suite 104 <br />Hermosa Beach, CA 90254 <br />Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 <br />File: Robles Calcs.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Printed: 9 NOV 2021, 2:11PM <br />Project Descr: <br />FB-1 to RB-2Description : <br />BEAM Size : 3x6, Sawn, Braced @ 1/3 Points <br />Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending <br />Wood Beam Design : <br />Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br />Douglas Fir-Larch No.2 <br />900.0 <br />900.0 <br />1,350.0 <br />625.0 <br />1,600.0 <br />580.0 <br />180.0 <br />575.0 <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 />psi Fc - Perp <br />Ebend- xx ksi Density pcf <br />FB-1 <br />Applied Loads <br />Beam self weight calculated and added to loads <br />Unif Load: D = 0.0130, L = 0.040 k/ft, Trib= 1.330 ft <br />.Design Summary <br />Max fb/Fb Ratio = 0.320 : 1 <br />Max Reactions (k) HE W S Lr L <br />+D+L+HLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />3.500 in ft <br />24.50 psi <br />Fb : Allowable : 1,338.26 psi <br />Right Support <br />Fv : Allowable : <br />Span # 1 <br />Load Comb : +D+L+H <br />180.00 psi <br />fb : Actual : <br />Max fv/FvRatio = 0.136 : 1 <br />6.557 ft <br />428.43 psi at <br />at fv : Actual : <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.052 in <br />Transient Upward 0.000 in <br />Total Downward 0.072 in <br />Total Upward 0.000 in <br />0.07 0.19 <br />0.07 0.19 Ratio 1612 1167Ratio <br />LC: L Only LC: +D+L+H <br />LC: LC: <br />BEAM Size : 4x8, Sawn, Braced @ 1/3 Points <br />Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending <br />Wood Beam Design : <br />Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br />Douglas Fir-Larch No.1 <br />1,000.0 <br />1,000.0 <br />1,500.0 <br />625.0 <br />1,700.0 <br />620.0 <br />180.0 <br />675.0 <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 />psi Fc - Perp <br />Ebend- xx ksi Density pcf <br />FB-2 <br />Applied Loads <br />Beam self weight calculated and added to loads <br />Unif Load: D = 0.0130, L = 0.040 k/ft, Trib= 7.0 ft <br />.Design Summary <br />Max fb/Fb Ratio = 0.696 : 1 <br />Max Reactions (k) HE W S Lr L <br />+D+L+HLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />3.500 in ft <br />64.91 psi <br />Fb : Allowable : 1,295.90 psi <br />Right Support <br />Fv : Allowable : <br />Span # 1 <br />Load Comb : +D+L+H <br />180.00 psi <br />fb : Actual : <br />Max fv/FvRatio = 0.361 : 1 <br />6.417 ft <br />902.52 psi at <br />at fv : Actual : <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.080 in <br />Transient Upward 0.000 in <br />Total Downward 0.108 in <br />Total Upward 0.000 in <br />0.34 0.98 <br />0.34 0.98 Ratio 1043 776Ratio <br />LC: L Only LC: +D+L+H <br />LC: LC: <br />8 <br />2020-162893 <br />02/10/22