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Wood Beam <br />LIC# : KW-06019842, Build:20.23.08.30 Structural Engineering Consultants (c) ENERCALC INC 1983-202 <br />DESCRIPTION:HDR: H1 <br />Project File: Design Check.ec <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 is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <br />llowable Stress Design <br />Douglas Fir-Larch <br />No.2 <br />875.0 <br />875.0 <br />600.0 <br />625.0 <br />1,300.0 <br />470.0 <br />170.0 <br />425.0 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 />Applied Loads Service loads entered. Load Factors will be applied for calculations <br />Beam self weight calculated and added to loading <br />Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (ROOF) <br />Point Load : D = 1.60, Lr = 1.50 k @ 1.0 ft, (B1) <br />DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.420: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 1.004ft <br />121.25 psi= <br />= <br />1,509.38psi <br />4x10Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+L <br />= <br />= <br />= <br />212.50 psi== <br />Section used for this span 4x10 <br />Maximum Shear Stress Ratio 0.571 : 1 <br />0.000ft= <br />= <br />633.81psi <br />Maximum Deflection <br />0 <240 <br />1949 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.015 in 4006Ratio = >=240 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.031 in Ratio = >=180 <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 = 5.0 ft 1 0.300 0.408 0.90 1.200 1.151.00 1.00 1.36 326.3 1,086.8 1.35 153.01.00 62.41.00 <br />1.00+D+Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 5.0 ft 1 0.420 0.571 1.25 1.200 1.151.00 1.00 2.64 633.8 1,509.4 2.62 212.51.00 121.31.00 <br />1.00+D+0.750Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 5.0 ft 1 0.369 0.501 1.25 1.200 1.151.00 1.00 2.32 556.9 1,509.4 2.30 212.51.00 106.51.00 <br />1.00+0.60D 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 5.0 ft 1 0.101 0.138 1.60 1.200 1.151.00 1.00 0.81 195.8 1,932.0 0.81 272.01.00 37.51.00 <br />Pa e - 1 <br />2010 W Alco Ave Unit <br />#24/22/2025