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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.-2 <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 = 11.50 ft, (ROOF & CEILING) <br />Uniform Load : D = 0.0140 ksf, Tributary Width = 4.0 ft, (WALL ABOVE) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.871: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 2.750ft <br />99.02 psi= <br />= <br />1,625.00psi <br />4x6Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+Lr <br />= <br />= <br />= <br />225.00 psi== <br />Section used for this span 4x6 <br />Maximum Shear Stress Ratio 0.440 : 1 <br />5.058 ft= <br />= <br />1,415.57psi <br />Maximum Deflection <br />1143 <br /><360 <br />477 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.058 in <br />0 <br />Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.138 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 0.704 0.356 0.90 1.300 1.001.00 1.00 1.21 824.1 1,170.0 0.74 162.01.00 57.61.00 <br />1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 5.50 ft 1 0.871 0.440 1.25 1.300 1.001.00 1.00 2.08 1,415.6 1,625.0 1.27 225.01.00 99.01.00 <br />1.00+D+0.750Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 5.50 ft 1 0.780 0.394 1.25 1.300 1.001.00 1.00 1.86 1,267.7 1,625.0 1.14 225.01.00 88.71.00 <br />1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 5.50 ft 1 0.238 0.120 1.60 1.300 1.001.00 1.00 0.73 494.5 2,080.0 0.44 288.01.00 34.61.00 <br />.