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I <br /> Project Title: <br /> Engineer: <br /> I <br /> Project ID: <br /> Project Descr: <br /> Concrete Beam File=R:L2019Projects119399.10Rockefeller Squarek_StructurallEngineeringlGravitylheader.ec6 . <br /> Software copyright ENERCALC,INC.1983-2019,Build:12.19,8.31 . <br /> Lic.#:KW-06005155 CO ENGINEERING <br /> DESCRIPTION: CB4 <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 U2 = 4.0 ksi 6 Phi Values Flexure: 0.90 -- —_ <br /> fr= f c * 7.50 = 474.342 psi Shear: 0.750 <br /> Density 150.0 pcf ]31 0.850 ' <br /> 2. 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= 2.0 <br /> i . <br /> 0{1-ze)t_(o.83}S(0.17) _-_ fi <br /> __ <br /> 1 <br /> 9.ort 1 <br /> 22 wx91 h 1 i <br /> Cross Section & Reinforcing Details <br /> Rectangular Section, Width=22.0 in, Height=11.0 in <br /> I Span#1 Reinforcing..., <br /> 2-#6 at 2.40 in from Bottom,from 0.0 to 9.0 ft in this span 2-#6 at 2.40 in from Top,from 0.0 to 9.0 ft in this span <br /> I Beam self weight calculated and added to loads <br /> Load for Span Number 1 <br /> Uniform Load: D-1.760, L=0.830, S=0.170 klft, Tributary Width=1.0 ft <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.693 : 1 Maximum Deflection <br /> Section used for this span Typical Section Max Downward Transient Deflection 0.003 in Ratio= 33592>=360 <br /> Mu:Applied -25.836 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360.0 <br /> Mn*Phi:Allowable 37.283 k-ft Max Downward Total Deflection 0.011 in Ratio= 9647>=180 <br /> I Location of maximum on span <br /> Max Upward Total Deflection 0.000 in Ratio= 0<180.0 <br /> 0.000 ft <br /> Span#where maximum occurs Span#1 . <br /> III <br /> Cross Section Strength & Inertia PhiMn (k-Toft)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-#6 @ d=8.6",2-#6 @ d=2.4", 37.28 37.28 2,440.17 413.23 413.23 <br /> I Shear Stirrup Requirements <br /> Entire Beam Span Length:PhiVc/2<Vu<=PhiVc, Req'd Vs=H<0.5W,Not Reqd, use#3 stirrups spaced at 0.000 in <br /> Overall Maximum Deflections <br /> I Load Combination Span . Max.'-"Dell (in) Location in Span (ft) Load Combination Max.`+"Dell (in) Location in Span (ft) <br /> +D+I+H 1 0.0112 4.500 0.0000 0.000 <br /> 1.034 <br /> 1 <br />