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Wood Beam <br />LIC# : KW-06011706, Build:20.24.07.24 George Kiledjian (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:M8 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <br />Allowable 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 />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 :ASCE 7-16 <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 : W = 0.0220 , Tributary Width = 1.0 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.285: 1 <br />Load Combination +0.60W <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 4.000ft <br />8.55 psi= <br />= <br />2,152.80psi <br />2x6Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +0.60W <br />= <br />= <br />= <br />288.00 psi== <br />Section used for this span 2x6 <br />Maximum Shear Stress Ratio 0.030 : 1 <br />7.562 ft= <br />= <br />614.40psi <br />Maximum Deflection <br />0 <br /><240 <br />194 <br />Ratio =0 <120 <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 0.494 in Ratio = >=120 <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 : +0.60W <br />n/a <br />(weak orientation) (weak orientation) <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 />0.0 0.00 0.00.0 <br />1.00Length = 8.0 ft 1 0.90 1.300 1.151.00 1.00 1,211.0 0.00 162.01.00 0.01.00 <br />1.00+0.60W 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 8.0 ft 1 0.285 0.030 1.60 1.300 1.151.00 1.00 0.11 614.4 2,152.8 0.05 288.01.00 8.51.00 <br />1.00+0.450W 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 8.0 ft 1 0.214 0.022 1.60 1.300 1.151.00 1.00 0.08 460.8 2,152.8 0.04 288.01.00 6.41.00 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+0.60W 1 0.4944 4.029 0.0000 0.000 <br />. <br />HOLD- 420 W 17th <br />St3/7/2025