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Beam on Elastic Foundation <br />LIC# : KW-06019698, Build:20.23.05.01 DONG ENGINEERING INC (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:CONT. FOOTING AT SHEAR WALL LINE C <br />Project File: 240051.ec6 <br />CODE REFERENCES <br />Calculations per ACI 318-19, IBC 2021, ASCE 7-16 <br />Load Combinations Used : ASCE 7-16 <br />Material Properties <br />4.0 <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 *474.342 <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 :ASCE 7-16 <br />.Cross Section & Reinforcing Details <br />Rectangular Section, Width = 15.0 in, Height = 24.0 in <br />Span #1 Reinforcing.... <br />2-#4 at 3.0 in from Top, from 0.0 to 10.0 ft in this span 2-#4 at 3.0 in from Bottom, from 0.0 to 10.0 ft in this span <br />.Service loads entered. Load Factors will be applied for calculations.Applied Loads <br />Load for Span Number 1 <br />Moment : W = 6.20 k-ft, Location = 5.0 ft from left end of this span <br />.Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.073 : 1 <br />Load Combination W Only <br />Span # where maximum occurs Span # 1 <br />Maximum Soil Pressure =0.294 ksf at 10.00 ft LdComb: W Only <br />Allowable Soil Pressure =OK2.90 ksf <br />Location of maximum on span 4.941 ft <br />Mn * Phi : Allowable 41.506 k-ft <br />Typical SectionSection used for this span <br />Mu : Applied -3.045 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 0.008 in <br />Max Upward Total Deflection -0.008 in <br />. <br />Bar Layout DescriptionCross Section <br />Moment of Inertia ( in^4 ) <br />Btm Tension Top Tension I gross Icr - Top TensionIcr - Btm Tension <br />Phi*Mn ( k-ft ) <br />Cross Section Strength & Inertia <br />Section 1 2- #4 @ d=3",2- #4 @ d=21",41.51 41.51 17,280.00 1,338.84 1,338.84 <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 />Page 38 of 57 <br />1834 W Third St & <br />#2,33/21/2025