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Beam on Elastic Foundation <br />LIC# : KW-06017148, Build:20.24.05.02 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023 <br />DESCRIPTION:(E)CF1 <br />CASTILLO ENGINEERING INC. <br />Project File: 25-5096.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per ACI 318-14, IBC 2018, CBC 2019, 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 =200.0 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 * <br />pcf <br />E - Main Rebar ksi <br />psi <br />= <br />Fy - Stirrups ksi <br />== <br />= <br />E - Stirrups ksi <br />E <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 = 12.0 in, Height = 18.0 in <br />Span #1 Reinforcing.... <br />2-#4 at 3.0 in from Bottom, from 0.0 to 12.750 ft in this span 2-#4 at 3.0 in from Top, from 0.0 to 12.750 ft in this span <br />.Service loads entered. Load Factors will be applied for calculations.Applied Loads <br />Load for Span Number 1 <br />Uniform Load : D = 0.0750, Lr = 0.10 k/ft, Tributary Width = 1.0 ft, (ROOF) <br />Uniform Load : D = 0.160 k/ft, Tributary Width = 1.0 ft, (WALL) <br />Point Load : E = -9.540 k @ 8.080 ft <br />Point Load : E = 9.540 k @ 11.50 ft <br />.Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =: 1 <br />Load Combination <br />Span # where maximum occurs <br />Maximum Soil Pressure =ksf at ft <br />Allowable Soil Pressure =OK1.50 ksf <br />Location of maximum on span ft <br />Mn * Phi : Allowable 28.504 k-ft <br />Typical SectionSection used for this span <br />Mu : Applied k-ft <br />Maximum Deflection <br />Max Downward L+Lr+S Deflection in <br />Max Upward L+Lr+S Deflection in <br />Max Downward Total Deflection in <br />Max Upward Total Deflection in <br />.Shear Stirrup Requirements <br />Between 0.00 to 7.95 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in <br />Between 8.10 to 11.40 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 9.6.3.1, use stirrups spaced at 7.500 in <br />Between 11.55 to 12.45 ft, 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 />74