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Concrete Beam Project File:Evans Residence Calculations.ec6 <br /> LIC#:KW-06015057,Build:20.22.12.28 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2022 <br /> DESCRIPTION: Unsupported Footing Span Check <br /> CODE REFERENCES <br /> Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 <br /> Load Combination Set: IBC 2018 <br /> General Information <br /> fc 1i2 = 2.50 ksi Phi Values Flexure: 0.90 <br /> fr= fc '7.50 = 375.0 psi Shear: 0.750 <br /> iv Density = 150.0 pcf 131 = 0.850 <br /> LtWt Factor = 1.0 <br /> Elastic Modulus= 3,122.0 ksi Fy-Stirrups 40.0 ksi <br /> fy-Main Rebar= 60.0 ksi E-Stirrups = 29,000.0 ksi <br /> E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 3 <br /> Number of Resisting Legs Per Stirrup= 1.0 <br /> • <br /> D(0.703)L(,1 .16)S(O 2) <br /> 7.0 ft <br /> 6"w x 34"h <br /> Cross Section & Reinforcing Details <br /> Rectangular Section, Width=6.0 in, Height=34.0 in <br /> Span#1 Reinforcing.... <br /> 1-#4 at 3.0 in from Bottom,from 0.0 to 7.0 ft in this span <br /> Load for Span Number 1 <br /> Uniform Load : D=0.7030, L=0.160, S=0.20 k/ft, Tributary Width=1.0 ft <br /> DESIGN SUMMARY Desi•n OK <br /> Maximum Bending Stress Ratio = 0.277 : 1 <br /> Section used for this span Typical Section <br /> Mu:Applied 7.617 k-ft <br /> Mn*Phi:Allowable 27.476 k-ft <br /> Location of maximum on span 3.506 ft <br /> Span#where maximum occurs Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.000 in Ratio= 0 <360.0 L Only <br /> Max Upward Transient Deflection 0.000 in Ratio= 0 <360.0 S Only <br /> Max Downward Total Deflection 0.000 in Ratio= 0 <180.0 Span:1 :+D+0.750L+0.750S <br /> Max Upward Total Deflection 0.000 in Ratio= 0 <180.0 Span:1 :+D+0.750L+0.750S <br />