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Wood Beam <br />LIC# : KW-06014251, Build:20.23.12.07 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:4 - R.B. <br />Project File: 2710 Laird Ave Member Check.ec6 <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.1 <br />1,000.0 <br />1,000.0 <br />1,500.0 <br />625.0 <br />1,700.0 <br />620.0 <br />180.0 <br />675.0 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 calculated and added to loading <br />Uniform Load : D = 0.0130, Lr = 0.020 ksf, Tributary Width = 9.250 ft, (Roof) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.668: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 6.000 ft <br />60.73 psi= <br />= <br />1,375.00 psi <br />4x12Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+Lr <br />= <br />= <br />= <br />225.00 psi== <br />Section used for this span 4x12 <br />Maximum Shear Stress Ratio 0.270 : 1 <br />0.000 ft= <br />= <br />918.04 psi <br />Maximum Deflection <br />0 <180 <br />690 <br />Ratio =0 <120 <br />Max Downward Transient Deflection 0.123 in 1170Ratio =>=180 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.209 in Ratio =>=120 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : Lr Only <br />n/a <br />Span: 1 : +D+Lr <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 = 12.0 ft 1 0.381 0.154 0.90 1.100 1.001.00 1.00 2.32 376.8 990.0 0.65 162.01.00 24.91.00 <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 = 12.0 ft 1 0.668 0.270 1.25 1.100 1.001.00 1.00 5.65 918.0 1,375.0 1.59 225.01.00 60.71.00 <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 = 12.0 ft 1 0.569 0.230 1.25 1.100 1.001.00 1.00 4.82 782.7 1,375.0 1.36 225.01.00 51.81.00 <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 = 12.0 ft 1 0.128 0.052 1.60 1.100 1.001.00 1.00 1.39 226.1 1,760.0 0.39 288.01.00 15.01.00 <br />. <br />2710 N Laird St & 2209 W <br />Laramore Ln10/7/2024