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I <br /> 31 <br /> 1 <br /> File=P:1176001176591Calculations\Stnictural\PlW South117659 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 Existing Reinforced Slab on Grade Moment Capacity <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 = 4.50 ksi 6 Phi Values Flexure: 0.90 <br /> = <br /> fr= fc112 * 7.50503.12 psi Shear: 0.750 <br /> W Density = 145.0 pcf (31 = 0.8250 <br /> 1 X LtWt Factor = 1.0 <br /> Elastic Modulus = 3,865.20 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 /> • <br /> INumber of Resisting Legs Per Stirrup= 1.0 <br /> 1 <br /> I <br /> I8 II Itzr h <br /> I Cross Section & Reinforcing Details <br /> Rectangular Section, Width=84.0 in, Height=14.0 in <br /> Span#1 Reinforcing.... <br /> I22-#9 at 2.063 in from Bottom,from 0.0 to 1.0 ft in this span 8-#5 at 1.813 in from Top,from 0.0 to 1.0 ft in this span <br /> Beam self weight calculated and added to loads <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.000 : 1 Maximum Deflection <br /> Section used for this span Typical Section Max Downward Transient Deflection 0.000 in Ratio= 0<360.0 <br /> Mu :Applied 0.2072 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360.0 <br /> Mn'Phi :Allowable Location of maximum on span 997.53 k-ft <br /> 0.499 ft Max Downward Total Deflection 0.000 in Ratio= 0<240.0 <br /> Max Upward Total Deflection 0.000 in Ratio= 0<240.0 <br /> Span#where maximum occurs Span#1 <br /> I <br /> I <br /> I <br /> I <br /> I <br />