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Wood Beam <br />LIC# : KW-06019842, Build:20.24.09.03 Structural Engineering Consultants (c) ENERCALC, LLC 1982-202 <br />DESCRIPTION:Floor Beam: B6 (AT GRID-4) <br />Project File: Design Check_2 Story.ec <br />Project Title: <br />Engineer: <br />Pro ect 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 Repetitive Member Stress Increase <br />llowable Stress Design <br />Douglas Fir-Larch <br />No.2 <br />875 <br />875 <br />600 <br />625 <br />1300 <br />470 <br />170 <br />425 31.21 <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 = 0.0150, L = 0.040 ksf, Tributary Width = 7.0 ft, (2ND FLOOR) <br />DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.305: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.250ft <br />34.85 psi= <br />= <br />1,106.88psi <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 0.205 : 1 <br />5.575ft= <br />= <br />337.81psi <br />Maximum Deflection <br />3722 <br /><360 <br />2648 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.021 in <br />0 <br />Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.029 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 = 6.50 ft 1 0.098 0.066 0.90 1.100 1.151.00 1.00 0.60 97.5 996.2 0.26 153.01.00 10.11.00 <br />1.00+D+L 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 6.50 ft 1 0.305 0.205 1.00 1.100 1.151.00 1.00 2.08 337.8 1,106.9 0.91 170.01.00 34.91.00 <br />1.00+D+0.750L 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 6.50 ft 1 0.201 0.135 1.25 1.100 1.151.00 1.00 1.71 277.7 1,383.6 0.75 212.51.00 28.71.00 <br />1.00+0.60D 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 6.50 ft 1 0.033 0.022 1.60 1.100 1.151.00 1.00 0.36 58.5 1,771.0 0.16 272.01.00 6.01.00 <br />Pa e 23 of 54