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Beam on Elastic Foundation <br />LIC# : KW-06014251, Build:20.23.2.14 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2022 <br />DESCRIPTION:Grade Beam for WSWH @ Grind Lind 4 <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 ACI 318-19, IBC 2021, ASCE 7-16 <br />Load Combinations Used : IBC 2021 <br />Material Properties <br />2.50 <br />7.50 <br />145.0 <br />Elastic Modulus 3,122.0 ksi <br />Soil Subgrade Modulus =250.0 psi / (inch deflection) <br />11.0Lt Wt FactorO = <br />=60.0 <br />29,000.0 <br />40.0 <br />29,000.0 <br />3 <br />Beam is supported on an elastic foundation, <br />2 <br />=0.90 <br />0.750 <br />f'c ksi <br />fy - Main Rebar ksi <br />Density <br />1/2 <br />= <br />fr = f'c *375.0 <br />pcf <br />E - Main Rebar ksi <br />psi <br />= <br />Fy - Stirrups ksi <br />== <br />= <br />E - Stirrups ksi <br />E 0.850 <br />== <br />= <br />Shear : <br />Stirrup Bar Size # <br />Number of Resisting Legs Per Stirrup <br />Phi Values Flexure : <br />\ <br /># <br />I <br />Load Combination :IBC 2021 <br />.Cross Section & Reinforcing Details <br />Rectangular Section, Width = 24.0 in, Height = 24.0 in <br />Span #1 Reinforcing.... <br />4-#5 at 3.0 in from Bottom, from 0.0 to 5.670 ft in this span 4-#5 at 3.0 in from Top, from 0.0 to 5.670 ft in this span <br />.Service loads entered. Load Factors will be applied for calculations.Applied Loads <br />Beam self weight calculated and added to loads <br />Point Load : W = 14.398, E = 8.997 k @ 2.50 ft <br />Point Load : W = -14.398, E = -8.997 k @ 3.170 ft <br />Uniform Load : D = 0.010, Lr = 0.020 ksf, Tributary Width = 7.080 ft, (ROOF) <br />Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 9.250 ft, (Ceiling) <br />Uniform Load : D = 0.0150 ksf, Tributary Width = 8.0 ft, (Wall) <br />.Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.053 : 1 <br />Load Combination +1.413D+0.50L-2.50E <br />Span # where maximum occurs Span # 1 <br />Maximum Soil Pressure =1.188 ksf at 5.67 ft LdComb: -W <br />Allowable Soil Pressure =OK1.50 ksf <br />Location of maximum on span 2.468 ft <br />Mn * Phi : Allowable 115.806 k-ft <br />Typical SectionSection used for this span <br />Mu : Applied -6.080 k-ft <br />Maximum Deflection <br />Max Downward L+Lr+S Deflection 0.000 in <br />Max Upward L+Lr+S Deflection 0.000 in <br />Max Downward Total Deflection 0.033 in <br />Max Upward Total Deflection -0.017 in <br />.Shear Stirrup Requirements <br />Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Bending Stress Results ( k-ft )Location (ft)Load Combination <br />Mu : Max Stress RatioSegment Length Phi*Mnxin Span <br />MAXimum Bending Envelope <br />Span # 1 1 5.603 -0.01 115.81 0.00 <br />2710 N Laird St & 2209 W <br />Laramore Ln10/7/2024