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32 I <br /> File=P:11 760 011 7 6 591Calculations\Structural\PIW South117659 South.ec6 . 1 <br /> Concrete Beam Software copyright ENERCALC,INC.1983-2019,Build:12.19.11.12 . <br /> Lic.#:KW-06002611 SITTS&HILL ENGINEERING,INC. <br /> DESCRIPTION: Hangar Trench-Equivalent Beam Moment CapacityI <br /> CODE REFERENCES <br /> Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 <br /> Load Combination Set:ASCE 7-10 <br /> Material Properties <br /> fc 112 * = 4.0 ksi 6 Phi Values Flexure: 0.90 I <br /> fr= fc 7.50 = 474.342 psi Shear: 0.750 <br /> yr Density = 145.0 pcf 0 1 = 0.850 <br /> X LtWt Factor = 1.0 <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 /> Number of Resisting Legs Per Stirrup= 1.0 <br /> • <br /> I <br /> 24" 6" h I <br /> Cross Section & Reinforcing Details I <br /> Inverted Tee Section, Stem Width=24.0 in, Total Height=36.0 in,Top Flange Width=60.0 in, Flange Thickness=12.0 in <br /> Span#1 Reinforcing.... <br /> 10-#6 at 4.125 in from Bottom,from 0.0 to 1.0 ft in this span 10-#5 at 9.063 in from Bottom,from 0.0 to 1.0 ft in this span <br /> 8-#6 at 7.875 in from Top,from 0.0 to 1.0 ft in this span 84t5 at 2.938 in from Top,from 0.0 to 1.0 ft in this span <br /> 44t5 at 15.0 in from Bottom,from 0.0 to 1.0 ft in this span 4-#5 at 15.0 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 0.2284 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360.0 I <br /> Mn*Phi :Allowable 1,079.86 k-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 /> Location of maximum on span 0.499 ft <br /> Span#where maximum occurs Span#1 <br /> 1 <br /> I <br /> I <br /> 1 <br />