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Wood Beam <br />LIC# : KW-06011706, Build:20.24.07.24 George Kiledjian (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:M11 <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 <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.2 <br />900 <br />900 <br />1350 <br />625 <br />1600 <br />580 <br />180 <br />575 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 = 0.030, Lr = 0.040 , Tributary Width = 1.0 ft <br />Point Load : W = 2.10 k @ 8.0 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.616: 1 <br />Load Combination +D+0.60W <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 8.000ft <br />34.15 psi= <br />= <br />1,584.00psi <br />4x12Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+0.750Lr+0.450W <br />= <br />= <br />= <br />288.00 psi== <br />Section used for this span 4x12 <br />Maximum Shear Stress Ratio 0.119 : 1 <br />15.066 ft= <br />= <br />975.24psi <br />Maximum Deflection <br />409 <br /><360 <br />551 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.469 in <br />0 <br />Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.348 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 : W Only <br />n/a <br />Span: 1 : +D+0.60W <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 = 16.0 ft 1 0.175 0.050 0.90 1.100 1.001.00 1.00 0.96 156.0 891.0 0.21 162.01.00 8.11.00 <br />1.00+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 16.0 ft 1 0.294 0.084 1.25 1.100 1.001.00 1.00 2.24 364.1 1,237.5 0.49 225.01.00 18.81.00 <br />1.00+D+0.750Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 16.0 ft 1 0.252 0.072 1.25 1.100 1.001.00 1.00 1.92 312.1 1,237.5 0.42 225.01.00 16.21.00 <br />1.00+D+0.60W 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 16.0 ft 1 0.616 0.111 1.60 1.100 1.001.00 1.00 6.00 975.2 1,584.0 0.84 288.01.00 32.11.00 <br />1.00+D+0.750Lr+0.450W 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />HOLD- 420 W 17th <br />St3/7/2025