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Wood Beam <br />LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:C.J. <br />Project File: Design Check_2 Story.ec6 <br />Project Title: <br />Engineer: <br />Pro ect ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set : IBC 2021 <br />Material Properties <br />Beam Bracing :Beam bracing is defined as a set spacing over all spans Repetitive Member Stress Increase <br />llowable Stress Design <br />Douglas Fir-Larch <br />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 31.210 <br />nalysis 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 />Unbraced Lengths <br />First Brace starts at 4.0 ft from Left-Most support <br />Regular spacing of lateral supports on length of beam = 4.0 ft <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 = 0.010 ksf, Tributary Width = 1.330 ft, (CEILING) <br />DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.420: 1 <br />Load Combination D Onl <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 6.835ft <br />15.44 psi= <br />= <br />1,173.48psi <br />2x6Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination D Onl <br />= <br />= <br />= <br />162.00 psi== <br />Section used for this span 2x6 <br />Maximum Shear Stress Ratio 0.095 : 1 <br />13.221 ft= <br />= <br />492.96psi <br />Maximum Deflection <br />0 <br /><240 <br />519 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0 in <br />0 <br />Ratio = <240 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.316 in Ratio = >=180 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />n/a <br />n/a <br />Span: 1 : D Only <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 />0.97Length = 3.991 ft 1 0.347 0.095 0.90 1.300 1.151.00 1.00 0.26 407.6 1,173.5 0.08 162.01.00 15.41.00 <br />0.97Length = 3.991 ft 1 0.420 0.095 0.90 1.300 1.151.00 1.00 0.31 493.0 1,173.5 0.04 162.01.00 15.41.00 <br />0.97Length = 3.991 ft 1 0.408 0.095 0.90 1.300 1.151.00 1.00 0.30 479.1 1,173.5 0.07 162.01.00 15.41.00 <br />0.99Length = 1.696 ft 1 0.179 0.095 0.90 1.300 1.151.00 1.00 0.14 214.3 1,198.1 0.08 162.01.00 15.41.00 <br />0.99+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />0.91Length = 3.991 ft 1 0.124 0.032 1.60 1.300 1.151.00 1.00 0.15 244.6 1,967.3 0.05 288.01.00 9.31.00 <br />Pa e 5 of 39