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Wood Beam <br />LIC# : KW-06019053, Build:20.24.10.03 BDP Engineering, Inc.(c) ENERCALC, LLC 1982-2025 <br />DESCRIPTION:HDR.-3 <br />Project File: 2024-106 calcs.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, SDPWS 2021 <br />Load Combination Set : IBC 2021 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <br />Allowable Stress Design <br />Douglas Fir-Larch <br />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 31.210 <br />Analysis Method : <br />Eminbend - xx ksi <br />Wood Species : <br />Wood Grade : <br />Fb + <br />psi <br />psi <br />Fv psi <br />Fb - <br />Ft psi <br />Fc - Prll psi <br />psiFc - Perp <br />E : Modulus of Elasticity <br />Ebend- xx ksi <br />Density pcf <br />Load Combination :IBC 2021 <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight NOT internally calculated and added <br />Uniform Load : D = 0.0230, Lr = 0.020 ksf, Tributary Width = 2.830 ft, (ROOF & CEILING) <br />Uniform Load : D = 0.0140 ksf, Tributary Width = 8.0 ft, (WALL ABOVE) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.833: 1 <br />Load Combination D Only <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 2.750ft <br />53.54 psi= <br />= <br />1,350.00psi <br />4x4Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination D Only <br />= <br />= <br />= <br />162.00 psi== <br />Section used for this span 4x4 <br />Maximum Shear Stress Ratio 0.330 : 1 <br />5.219 ft= <br />= <br />1,124.50psi <br />Maximum Deflection <br />1197 <br /><360 <br />289 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.055 in <br />0 <br />Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.228 in Ratio = >=240 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : Lr Only <br />n/a <br />Span: 1 : +D+Lr <br />n/a <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C iCLx CCCMCF rt <br />Shear ValuesMax Stress Ratios <br />M CDV fbM fvF'b V F'vSegment Length Cfu <br />D Only 0.0 0.00 0.00.0 <br />1.00Length = 5.50 ft 1 0.833 0.330 0.90 1.500 1.001.00 1.00 0.67 1,124.5 1,350.0 0.44 162.01.00 53.51.00 <br />1.00+D+Lr 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 5.50 ft 1 0.791 0.314 1.25 1.500 1.001.00 1.00 0.88 1,483.9 1,875.0 0.58 225.01.00 70.71.00 <br />1.00+D+0.750Lr 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 5.50 ft 1 0.743 0.295 1.25 1.500 1.001.00 1.00 0.83 1,394.0 1,875.0 0.54 225.01.00 66.41.00 <br />1.00+0.60D 1.500 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 5.50 ft 1 0.281 0.112 1.60 1.500 1.001.00 1.00 0.40 674.7 2,400.0 0.26 288.01.00 32.11.00 <br />.