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I <br /> Project Title: <br /> I Engineer: <br /> Project ID: <br /> Project Descr: <br /> I Concrete Beam File=Rt2019 Projects119399.10 Rockefeller Square\Structural\EngineeringtGravitylheader.ec6. <br /> Software copyright ENERCALC,INC.1983-2019,Build:12.19.8.31 . <br /> Lic.#:KW-06005155 CG ENGINEERING <br /> DESCRIPTION: CB5 <br /> ICODE REFERENCES <br /> Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 <br /> II Load Combination Set: IBC 2015 <br /> Material Properties <br /> fc 112 = 4.0 ksi Phi Values Flexure: 0.90 I C.- <br /> fr= f c "7.50 = 474.342 psi Shear: 0.750 i • °s <br /> y1 Density = 150.0 pcf 131 = 0.850 , <br /> T, LtWt Factor = 1.0 <br /> Elastic Modulus = 3,122.0 ksi Fy-Stirrups 60.0 ksi <br /> I 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= 2 <br /> i • <br /> ii <br /> D(1 8)L(o.55)S(O.1 s) <br /> I <br /> 11.750 ft <br /> I10'wx18 h <br /> Cross Section & Reinforcing Details <br /> Rectangular Section, Width=10.0 in, Height=18,0 in <br /> I Span#1 Reinforcing.... <br /> 2-#6 at 2.40 in from Bottom,from 0.0 to 11.750 ft in this span 2-#6 at 2.40 in from Top,from 0.0 to 11.750 ft in this span <br /> I Beam self weight calculated and added to loads <br /> Load for Span Number 1 <br /> Uniform Load: D=1.80, L=0,850, S=0.180 k(ft, Tributary Width=1.0 ft <br /> DESIGN SUMMARY Desi.n OK <br /> I Maximum Bending Stress Ratio = 0.745 : 1 Maximum Deflection <br /> Section used for this span Typical Section Max Downward Transient Deflection 0.005 in Ratio= 29358> 360 <br /> Mu:Applied -44.122 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 C. <br /> Mn*Phi:Allowable 59.190 k-ft Max Downward Total Deflection 0.020 in Ratio= 6903>=180'' <br /> I Max Upward Total Deflection 0.000 in Ratio= 0<180 C <br /> Location of maximum on span 11,750 ft <br /> Span#where maximum occurs Span#1 <br /> I Cross Section Strength &Inertia Phi*Mn (k Toft)p&Bottom references are for tension side of section <br /> Moment of Inertia (m"4) <br /> Cross Section Bar Layout Description Bottom Top I gross Icr-Bottom Icr-Top <br /> Section 1 2-#6 @ d=15.6",2-#6 @ d=2.4", 59.19 59.19 4,860.00 1,331.76 1,331.76 <br /> I Shear Stirrup Requirements <br /> Between 0.00 to 3.90 ft, PhiVc/2<Vu<=PhiVc, Req'd Vs=Min 9.6.3.1, use#3 stirrups spaced at 7.000 in <br /> Between 3.92 to 7.83 ft, Vu<PhiVc/2, Req'd Vs=Not Reqd 9.6.3.1, use#3 stirrups spaced at 0.000 in <br /> Between 7.85 to 11.73 ft, PhiVc<Vu, Req'd Vs=7.376, use#3 stirrups spaced at 7.000 in 1 .031 <br /> I Overall Maximum Deflections <br /> _._.........--- <br /> Load Combination Span Max."'Defl (in) Location in Span (ft) Load Combination Max."+"Defl (in) LocIting Span (ft) <br /> +D+f:+N _..................—...._. _.......�-- 1 0.0204 5.875 0.0000 0.000 <br /> I <br />