Laserfiche WebLink
I <br /> Project Title: <br /> Engineer: <br /> II Project ID: <br /> Project Descr: <br /> I File=R:t..2019 Projects119399.10 Rockefeller Squar&LSiructuraltEngineering\Gravity\header.ec6. ' <br /> Concrete Beam Software copyright ENERCALC,INC.1983-2019,Build:12.19.8.31 . <br /> _.Lie.#:KW-06005155 CG ENGINEERING <br /> DESCRIPTION: CB3 <br /> ICODE REFERENCES <br /> Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 <br /> I Load Combination Set: IBC 2015 <br /> Material Properties <br /> fc 112 = 4.0 ksi Phi Values Flexure: 0.90 I -1 <br /> fr= fc * 7.50 = 474.342 psi Shear: 0.750 ; 0 <br /> I t(!Density 150.0 pcf p 1 = 0.850 <br /> A, 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 /> ilk 0 <br /> I <br /> w. <br /> _,.ID(18)L(O.B5)S(O.18) ... s— --- --a <br /> I <br /> 10.0 ft <br /> ;:..I-',- <br /> 10"wx18"h d <br /> Cross Section & Reinforcing Details <br /> Rectangular Section, Width=10.0 in, Height=18.0 in <br /> I Span#1 Reinforcing.... <br /> 2-#5 at 1.90 in from Bottom,from 0.0 to 10.0 ft in this span 245 at 1.90 in from Top,from 0.0 to 10.0 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 ktft, Tributary Width=1.0 ft <br /> DESIGN SUMMARY Desi•n OK <br /> I Maximum Bending Stress Ratio = 0.729 : 1 Maximum Deflection <br /> Section used for this span Typical Section Max Downward Transient Deflection 0.003 in Ratio= 47626>=360 <br /> Mu:Applied -31.958 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360.Ci <br /> Mn*Phi:Allowable 43.867 k-ft Max Downward Total Deflection 0.009 in Ratio= 13974>=180 <br /> Max Upward Total Deflection 0.000 in Ratio= 0<180.0 <br /> I Location of maximum on span 10.000 ft <br /> Span#where maximum occurs Span#1 <br /> I Cross Section Strength & Inertia Phi*Mn (k Toft) <br /> p&Bottom references are for tension side of section <br /> Moment of Inertia (in^4) <br /> Cross Section Bar Layout Description Bottom Top I gross Icr-Bottom Icr-Top <br /> Section 1 2-#5 @ d=16.1",2-#5 @ d=1.9, 43.87 43.87 4,860.00 1,070.19 1,070.19 <br /> IShear Stirrup Requirements <br /> Between 0.00 to 2.95 ft, PhiVc/2<Vu<=PhiVc, Req'd Vs=Min 9,6.3.1, use#3 stirrups spaced at 8,000 in <br /> Between 2.97 to 7.03 ft, Vu<PhiVc/2, Req'd Vs=Not Reqd 9.6.3.1, use#3 stirrups spaced at 0.000 in <br /> Between 7.05 to 9.98 ft, PhiVo<Vu, Req'd Vs=3.729, use#3 stirrups spaced at 8.000 in 1 .029 <br /> I Overall Maximum Deflections <br /> Load Combination Span Max.""Deft (in) Location in Span (ft) Load Combination Max."+"Defl (in) Locaitinr Span (ft) <br /> +D+L+H 1 0.0086 5.000 0.0000 _._......_. ._........._.__0.000_..___ <br /> I <br />