Laserfiche WebLink
I <br /> Project Title: <br /> Engineer: <br /> I <br /> Project ID: <br /> Project Descr: <br /> I <br /> Concrete Beam File=R:l_2019 ProjectsU9399.11O Rockefeller Squaret_StructurallEngineering1Gravitytheadecec6 . <br /> Software copyright ENERCALC,INC.1983-2019,8uiid:12,19,8.31 . <br /> Lic.#:KW-06005155 CG ENGINEERING <br /> DESCRIPTION: CB6 <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 4t Phi Values Flexure: 0.90if r, <br /> fr= fc112 * 7.50 = 474,342 psi Shear: 0.750 , <br /> I 1p Density 150.0 pcf (31 = 0.850 <br /> X. LtWt Factor 1.0 <br /> Elastic Modulus = 3,122.0 ksi Fy-Stirrups 60.0 ksi <br /> E Stirrups 29,000.0 ksi i i <br /> fy Main Rebar = 60.0 ksi : <br /> E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 3 <br /> Number of Resisting Legs Per Stirrup= 2.0 • <br /> DO 76).t0.e3f sfp.1 rf._... . <br /> I :::' • <br /> 10 wx3G"h <br /> 1111 <br /> .... ._„_.--_. __. Details <br /> _.....rocs Section Reinforcing... <br /> Rectangular Section, Width=10.0 in, Height=36,0 in <br /> I Span#1 Reinforcing.... <br /> 2-#6 at 2.40 in from Bottom,from 0.0 to 17.50 ft in this span 2-#6 at 2.40 in from Top,from 0.0 to 17.50 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 k/ft, Tributary Width=1.0 ft <br /> DESIGN SUMMARY Desi•n OK <br /> I Maximum Bending Stress Ratio = 0.778 : 1 Maximum Deflection <br /> Section used for this span Typical Section Max Downward Transient Deflection 0.003 in Ratio= 72802> 360 <br /> Mu:Applied -101.444 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 C <br /> Mn*Phi:Allowable 130.470 k-ft Max Downward Total Deflection 0.010 in Ratio= 20379>=180 j <br /> I Max Upward Total Deflection 0.000 in Ratio= 0<180.0 <br /> Location of maximum on span 0.000 ft <br /> Span#where maximum occurs Span#1I <br /> Cross Section Strength & Inertia Phi*Mn (kTop-ft)&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=33.6",2-#6 @ d=2.4", 130.47 130.47 38,880.00 7,036.45 7,036.45 <br /> l <br /> Shear Stirrup Requirements <br /> Between 0.00 to 4.72 ft, PhiVc12<Vu<=PhiVc, Req'd Vs=Min 9.6.3.1, use#3 stirrups spaced at 16.000 in <br /> Between 4.75 to 12.75 ft, Vu<PhiVc/2, Req'd Vs=Not Reqd 9.6.3.1, use#3 stirrups spaced at 0.000 in <br /> Between 12.78 to 17.47 ft, PhiVc<Vu, Req'd Vs=2.915, use#3 stirrups spaced at 16.000 in 1 .032 <br /> I Overall Maximum Deflections <br /> Load Combination Span Max.""Deft (in)• Location in Span (ft) Load Combination Max."+"Deft (in) Loca(iq Span (ft) <br /> +D+L+fi 1 0.0103 8.750 0,0000............_.__...—-- 0.000......_ <br />