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Beam on Elastic Foundation <br />LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:A.1 - GRADE BEAM <br />Project File: Member Check.ec6 <br />Project Title: <br />Engineer: <br />Pro ect ID: <br />Project Descr: <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 />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 Factor= <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 />0.850 <br />== <br />= <br />Shear : <br />Stirrup Bar Size # <br />Number of Resisting Legs Per Stirrup <br />Phi Values Flexure : <br /> <br /># <br /> <br />Load Combination SCE 7-16 <br />Cross Section & Reinforcing Details <br />Rectan ular Section Width = 24.0 in Hei ht = 18.0 in <br />S an #1 Reinforcin .... <br />3-#5 at 3.0 in from Bottom from 0.0 to 15.0 ft in this s an 3-#5 at 3.0 in from Top, from 0.0 to 15.0 ft in this span <br />Service loads entered. Load Factors will be applied for calculations.Applied Loads <br />Beam self wei ht calculated and added to loads <br />Load for S an Number 1 <br />Moment : W = 10.597, E = 10.961 k-ft, Location = 1.50 ft from left end of this s an <br />Uniform Load : D = 0.0150, L = 0.040 ksf, Tributar Width = 2.0 ft, Floor <br />Moment : W = 10.597, E = 10.961 k-ft, Location = 13.50 ft from left end of this s an, Floor <br />Point Load : D = 0.2450, L = 0.8250 k 2.0 ft <br />Point Load : D = 0.2450, L = 0.8250 k 13.0 f <br />Uniform Load : D = 0.0150, L = 0.060 ksf, Tributar Width = 5.0 ft, Deck <br />Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.397 : 1 <br />Load Combination +1.412D+L-2.50E <br />Span # where maximum occurs Span # 1 <br />Maximum Soil Pressure =0.558 ksf at 0.00 ft LdComb: +D+L <br />llowable Soil Pressure =OK1.50 ksf <br />Location of maximum on span 13.412 ft <br />Mn * Phi : Allowable 64.587 k-ft <br />Typical SectionSection used for this span <br />Mu : Applied 25.634 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 0.015 in <br />Max Upward Total Deflection 0.006 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 Combinatio <br />56