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I <br /> 25 <br /> IFile=P:1176001176591Calculations1Structural\PIW South\17659 South.ec6 . <br /> Concrete Beam Software copyright ENERCALC,INC.1983-2019,Build:12.19.11.12 . <br /> ILic.#:KW-06002611 SITTS&HILL ENGINEERING,INC. <br /> DESCRIPTION: Hangar Trench Precast Lid <br /> CODE REFERENCES <br /> ICalculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 <br /> Load Combination Set :ASCE 7-10 <br /> Material Properties <br /> I fc 112 = 4.0 ksi Phi Values Flexure: 0.90 <br /> fr= fc * 7.50 = 474.342 psi Shear: 0.750 <br /> y Density = 145.0 pcf 131 = 0.850 <br /> LtWt Factor = 1.0 <br /> IX <br /> Elastic Modulus = 3,644.15 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 /> INumber of Resisting Legs Per Stirrup= 1.0 • <br /> IL(65.45) <br /> I45"Or/7C 23"h .x„-I <br /> I <br /> I Cross Section & Reinforcing Details <br /> Rectangular Section, Width=45.0 in, Height=8.0 in <br /> Span#1 Reinforcing.... <br /> I <br /> 9-#5 at 1.063 in from Bottom,from 0.0 to 3.0 ft in this span 9-#4 at 1.0 in from Top,from 0.0 to 3.0 ft in this span <br /> Beam self weight calculated and added to loads <br /> Point Load: L=65.450 k @ 1.50 ft,(Wheel Load) <br /> IDESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.983 : 1 Maximum Deflection <br /> Section used for this span Typical Section Max Downward Transient Deflection 0.021 in Ratio= 1678>=360I . <br /> Mu:Applied 78.886 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360.0 <br /> Mn*Phi :Allowable 80.271 k-ft Max Downward Total Deflection 0.022 in Ratio= 1653>=240 <br /> Max Upward Total Deflection 0.000 in Ratio= 0<240.0 <br /> Location of maximum on span 1.503 ft <br /> I <br /> Span#where maximum occurs Span#1 <br /> I <br />