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<br /> Project Title:
<br /> Engineer:
<br /> I Project ID:
<br /> Project Descr:
<br /> Concrete Beam File=R:\_2019Projecist19399.10 Rockefeller Squaret_StructurallEngineering1Gravitytheadecec6 .
<br /> Software copyright ENERCALC,INC.1983-2019,Build:12.19.8.31 .
<br /> Lic.#:KW06005155 CG ENGINEERING
<br /> DESCRIPTION: CB1
<br /> CODE REFERENCES
<br /> Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10
<br /> Load Combination Set: IBC 2015
<br /> IMaterial Properties
<br /> t c 1/2 = 4.0 ksi (I) Phi Values Flexure: 0.90
<br /> fr f c * 7.50 = 474.342 psi Shear: 0.750 • T
<br /> tp Density = 150.0 pcf R 1 = 0.850
<br /> X LtWt Factor 1.0
<br /> Elastic Modulus = 3,122.0 ksi Fy-Stirrups 60.0 ksi
<br /> 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
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<br /> Ia D(1 2)L(0.56)S(O 12)__ a b
<br /> e 'i 1 , t aE A ,y>,.,tq.0.,.. ' ..,,,,,f,,,,' ' *,' :'-`7-7,6,,:,.°,14,..,:iL..4 l',
<br /> 19.660 ft
<br /> 10"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-#8 at 2.50 in from Bottom,from 0.0 to 19.660 ft in this span 2-#8 at 2.50 in from Top,from 0.0 to 19.660 ft in this span
<br /> Beam self weight calculated and added to loads
<br /> I Load for Span Number 1
<br /> Uniform Load: D=1.20, L=0.560, S=0.120 k/ft, Tributary Width=1,0 ft
<br /> DESIGN SUMMARY Desi•n OK
<br /> Maximum Bending Stress Ratio =I
<br /> 0.841 : 1 Maximum Deflection
<br /> Section used for this span Typical Section Max Downward Transient Deflection 0.025 in Ratio= 9513>=360
<br /> Mu:Applied -84.421 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360,C
<br /> Mn*Phi:Allowable 100.377 k-ft Max Downward Total Deflection 0.156 in Ratio= 1512>=180'
<br /> 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#1
<br /> I Cross Section Strength& Inertia Top&Bottom references are for tension side of section
<br /> Phi'Mn (k-ft) Moment of Inertia (104)
<br /> Cross Section Bar Layout Description Bottom Top I gross la-Bottom Icr-Top
<br /> Section 1 2-#8 @ d=15.5",2-#8 @ d=2.5", 100.38. 100.38 4,860.00 2,116.43 2,116.43
<br /> I Shear Stirrup Requirements
<br /> Between 0.00 to 6.98 ft, PhiVc/2<Vu<=PhiVc, Req'd Vs=Min 9.6.3.1, use#3 stirrups spaced at 7.000 in
<br /> Between 7.02 to 12.64 ft, Vu<PhiVc/2, Req'd Vs=Not Reqd 9.6.3.1, use#3 stirrups spaced at 0.000 in
<br /> Between 12.68 to 19.62 ft, PhiVc<Vu, Req'd Vs=10.627, use#3 stirrups spaced at 7.000 in
<br /> I Overall Maximum Deflections I.O27
<br /> Load Combination Span Max.="Defl (in) Location in Span (ft) Load Combination Max."+"Defl (in) Locatigq Span (ft)
<br /> +D+L+1-1 1 0.1560 9.830 0.0000 0.000
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