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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 />RB-1 to RB-4Description : <br />BEAM Size : 2x6, 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 />RB-1 <br />Applied Loads <br />Beam self weight calculated and added to loads <br />Unif Load: D = 0.0140, Lr = 0.020 k/ft, Trib= 1.330 ft <br />.Design Summary <br />Max fb/Fb Ratio = 0.278 : 1 <br />Max Reactions (k) HE W S Lr L <br />+D+Lr+HLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />3.500 in ft <br />26.13 psi <br />Fb : Allowable : 1,641.01 psi <br />Right Support <br />Fv : Allowable : <br />Span # 1 <br />Load Comb : +D+Lr+H <br />225.00 psi <br />fb : Actual : <br />Max fv/FvRatio = 0.116 : 1 <br />6.557 ft <br />456.87 psi at <br />at fv : Actual : <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.043 in <br />Transient Upward 0.000 in <br />Total Downward 0.077 in <br />Total Upward 0.000 in <br />0.07 0.09 <br />0.07 0.09 Ratio 1934 1094Ratio <br />LC: Lr Only LC: +D+Lr+H <br />LC: LC: <br />BEAM Size : 4x12, 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 />RB-2 <br />Applied Loads <br />Beam self weight calculated and added to loads <br />Unif Load: D = 0.0140, Lr = 0.020 k/ft, Trib= 7.50 ft <br />.Design Summary <br />Max fb/Fb Ratio = 0.772 : 1 <br />Max Reactions (k) HE W S Lr L <br />+D+Lr+HLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />7.000 in ft <br />60.91 psi <br />Fb : Allowable : 1,358.70 psi <br />Right Support <br />Fv : Allowable : <br />Span # 1 <br />Load Comb : +D+Lr+H <br />225.00 psi <br />fb : Actual : <br />Max fv/FvRatio = 0.271 : 1 <br />13.067 ft <br />1,049.45 psi at <br />at fv : Actual : <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.185 in <br />Transient Upward 0.000 in <br />Total Downward 0.324 in <br />Total Upward 0.000 in <br />0.79 1.05 <br />0.79 1.05 Ratio 909 517Ratio <br />LC: Lr Only LC: +D+Lr+H <br />LC: LC: <br />6 <br />2020-162893 <br />02/10/22