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I <br /> Project Title: <br /> Engineer: <br /> I <br /> Project ID: <br /> Project Descr: <br /> IC OnCCet@ BeamFile=R:L2019Projects\19399.10 Rockefeller SquareL_StructuraltEngineeringlGravitytheadecec6. <br /> Software copyright ENERCALC,INC.1983-2019,Build:12.19.8,31 . <br /> Lie,#:KW-06005155 CG ENGINEERING <br /> DESCRIPTION: CB2 <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 = 4.0 ksi Phi Values Flexure: 0.90 <br /> fr= fc1f2 * 7.50 = 474.342 psi Shear: 0.750 * • • ° ; <br /> Density = 150.0 pcf G3 1 = 0.850 <br /> 2 LtWt Factor 1,0 <br /> Elastic Modulus = 3,122.0 ksi Fy-Stirrups 60.0 ksi <br /> I E-Stirrups = 29,000.0 ksi <br /> Main Rebar = 0.0 ksi E <br /> Stirrup Bar Size# 3 <br /> -Main Rebar = 29,000.0 ksi I I <br /> Number of Resisting Legs Per Stirrup= 2.0 <br /> 1 �. <br /> ". -- 0(6.120)t(2�-761 8(9.59) <br /> f <br /> 12.167 ft_-._..... <br /> 12'wx24" h <br /> Cross Section & Reinforcing Details <br /> Rectangular Section, Width=12.0 in, Height=24.0 in <br /> I Span#1 Reinforcing.... <br /> 2-#6 at 2.60 in from Bottom,from 0.0 to 12.167 ft in this span 4-#7 at 2.60 in from Top,from 0.0 to 12,167 ft in this span <br /> I Beam self weight calculated and added to loads <br /> Load for Span Number 1 <br /> Uniform Load: D=6.129, L=2.780, S=0.590 k/ft, Tributary Width=1.0 ft <br /> DESIGN SUMMARY Desi•n OK <br /> IMaximum Bending Stress Ratio = 0.913 1 Maximum Deflection <br /> Section used for this span Typical Section Max Downward Transient Deflection 0.006 in Ratio= 22996> 360 <br /> Mu:Applied 76.842 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360.0 <br /> Mn*Phi:Allowable 84.158 k-ft Max Downward Total Deflection 0.036 in Ratio= 4075>=180': <br /> Max Upward Total Deflection 0.000 in Ratio= 0<180 C <br /> I Location of maximum on span 6.072 ft <br /> Span#where maximum occurs Span#1 <br /> Cross Section Strength & Inertia Phi*Mn (Tk-oft)p&Bottom references are for tension side of section <br /> I Moment of Inertia (in"4) <br /> _..-.......-. __.._�� __...._..-� _._...........---- <br /> Cross Section Bar Layout Description Bottom Top I gross Icr-Bottom Icr-Top <br /> Section 1 2-#6 @ d=21.4",4-#7 @ d=2.6", 84.16 213.08 13,824.00 2,765.44 6,135.75 <br /> I Shear Stirrup Requirements <br /> Between 0.00 to 4.10 ft, PhiVc<Vu, Req'd Vs=0.1768, use#3 stirrups spaced at 4,000 in <br /> Between 4.12 to 5.12 ft, PhiVc/2<Vu<=PhiVc, Req'd Vs=Min 9.6.3.1, use#3 stirrups spaced at 10.000 in <br /> Between 5.14 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 /> I Between 7.05 to 8.04 ft, PhiVc12<Vu<=PhiVc, Req'd Vs=Min 9.6.3.1, use#3 stirrups spaced at 10.000 in <br /> Between 8.07 to 12.14 ft, PhiVc<Vu, Req'd Vs=48.686, use#3 stirrups spaced at 4,000 in <br /> Overall Maximum Deflections 1.032 <br /> Load Combination Span Max."-"Defl (in) Location in Span (ft) Load Combination Max."+"Defl (in) Location in Span (ft) <br /> +D+L+H 1 0.0358 6.084 0.0000 0.000 <br />