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Wood Beam <br />LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:11 - F.B. <br />Project File: Member Check.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 : ASCE 7-16 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <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 SCE 7-16 <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 = 0.0150, L = 0.040 ksf, Tributary Width = 3.834 ft, (Floor) <br />Point Load : D = 0.0740, L = 0.1620 k @ 2.330 ft, (F.B. 12) <br />DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.332: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.602ft <br />31.41 psi= <br />= <br />962.50psi <br />4x12Section 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 />170.00 psi== <br />Section used for this span 4x12 <br />Maximum Shear Stress Ratio 0.185 : 1 <br />0.000 ft= <br />= <br />320.02psi <br />Maximum Deflection <br />0 <360 <br />2313 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.028 in 3318Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.041 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 : L Only <br />n/a <br />Span: 1 : +D+L <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 = 7.833 ft 1 0.112 0.062 0.90 1.100 1.001.00 1.00 0.60 96.9 866.3 0.25 153.01.00 9.51.00 <br />1.00+D+L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 7.833 ft 1 0.332 0.185 1.00 1.100 1.001.00 1.00 1.97 320.0 962.5 0.82 170.01.00 31.41.00 <br />1.00+D+0.750L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 7.833 ft 1 0.220 0.122 1.25 1.100 1.001.00 1.00 1.63 264.3 1,203.1 0.68 212.51.00 25.91.00 <br />1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 7.833 ft 1 0.038 0.021 1.60 1.100 1.001.00 1.00 0.36 58.2 1,540.0 0.15 272.01.00 5.71.00 <br />1.00+1.148D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 7.833 ft 1 0.072 0.040 1.60 1.100 1.001.00 1.00 0.68 111.3 1,540.0 0.29 272.01.00 10.91.00 <br />25