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Wood Beam <br />LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:Short Ceiling Joist <br />Project File: Victoria Calcs.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 2019, 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 />Allowable Stress Design <br />Douglas Fir-Larch <br />Stud <br />700 <br />700 <br />850 <br />625 <br />1400 <br />510 <br />180 <br />450 31.21 <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 : D = 0.0050, L = 0.010 ksf, Tributary Width = 1.330 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.239: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.250 ft <br />10.15 psi= <br />= <br />700.00 psi <br />2x6Section 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 />180.00 psi== <br />Section used for this span 2x6 <br />Maximum Shear Stress Ratio 0.056 : 1 <br />6.049 ft= <br />= <br />167.18 psi <br />Maximum Deflection <br />0 <360 <br />2817 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.018 in 4226Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.028 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 : 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 0.088 0.021 0.90 1.000 1.001.00 1.00 0.04 55.7 630.0 0.02 162.01.00 3.41.00 <br />1.00+D+L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 6.50 ft 1 0.239 0.056 1.00 1.000 1.001.00 1.00 0.11 167.2 700.0 0.06 180.01.00 10.21.00 <br />1.00+D+0.750L 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 6.50 ft 1 0.159 0.038 1.25 1.000 1.001.00 1.00 0.09 139.3 875.0 0.05 225.01.00 8.51.00 <br />1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 6.50 ft 1 0.030 0.007 1.60 1.000 1.001.00 1.00 0.02 33.4 1,120.0 0.01 288.01.00 2.01.00 <br />. <br />26 of 35 <br />2039 N Victoria Dr <br />8/26/2024