Laserfiche WebLink
Wood Beam <br />LIC# : KW-06014251, Build:20.23.12.07 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:7 - C.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 :Completely Unbraced <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.1 <br />1000 <br />1000 <br />1500 <br />625 <br />1700 <br />620 <br />180 <br />675 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 calculated and added to loading <br />Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 7.584 ft, (Ceiling) <br />Point Load : D = 0.5180, Lr = 0.8450 k @ 4.0 ft, (Hip) <br />Point Load : D = 0.5180, Lr = 0.8450 k @ 4.0 ft, (Hip) <br />Point Load : D = 0.180, Lr = 0.360 k @ 4.0 ft, (BEAM 11) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.631: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.985 ft <br />80.68 psi= <br />= <br />1,350.30 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 0.359 : 1 <br />5.575 ft= <br />= <br />851.55 psi <br />Maximum Deflection <br />0 <360 <br />1715 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.027 in 2901Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.045 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 : 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 />0.99Length = 6.50 ft 1 0.348 0.201 0.90 1.100 1.001.00 1.00 2.10 340.8 978.2 0.86 162.01.00 32.61.00 <br />0.99+D+L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />0.99Length = 6.50 ft 1 0.371 0.219 1.00 1.100 1.001.00 1.00 2.48 402.6 1,085.1 1.03 180.01.00 39.31.00 <br />0.99+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />0.98Length = 6.50 ft 1 0.631 0.359 1.25 1.100 1.001.00 1.00 5.24 851.6 1,350.3 2.12 225.01.00 80.71.00 <br />0.98+D+0.750Lr+0.750L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />0.98Length = 6.50 ft 1 0.570 0.328 1.25 1.100 1.001.00 1.00 4.74 770.2 1,350.3 1.93 225.01.00 73.71.00 <br />2710 N Laird St & 2209 W <br />Laramore Ln10/7/2024