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I <br /> Project Title: <br /> Engineer:I <br /> Project ID: <br /> Project Descr: <br /> I <br /> Concrete Beam Software <br /> . <br /> Software copyright ENERCALC,INC.1983-2019,Build:12,19.8.31 . <br /> -LIc #t KW-06005155 CO ENGINEERING <br /> DESCRIPTION: CB7 <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 v2 = 4.0 ksi 6Phi Values Flexure: 0.90 • <br /> fr= fc ' 7.50 = 474.342 psi Shear: 0.750 <br /> I IV Density = 150.0 pcf p 1 = 0.850 <br /> ? LtWt Factor 1.0 <br /> Elastic Modulus = 3,605.0 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= 2.0 <br /> r_____ , <br /> ...._..-- D(1.76)L(0.83)6(0.17) <br /> I _ <br /> is <br /> f( ._. . <br /> i i <br /> y , <br /> 1o"wx36'h ..... I <br /> Cross Section & Reinforcing Details 1S.41t <br /> Rectangular Section, Width=10,0 in, Height=36.0 in <br /> Span#1 Reinforcing.... <br /> 2-#6 at 2.40 in from Bottom,from 0,0 to 16.0 ft in this span 2-#6 at 2.40 in from Top,from 0.0 to 16.0 ft in this span <br /> Beam self weight calculated and added to loads <br /> ILoad 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 Desi s n"OK <br /> I Maximum Bending Stress Ratio = 0.650 : 1 Maximum Deflection <br /> Section used for this span Typical Section Max Downward Transient Deflection 0.002 in Ratio= 109994>=360 <br /> Mu:Applied -84.799 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 0.006 in Ratio= 30790>=180i <br /> I Location of maximum on span 16.000 ft <br /> Span#where maximum occurs Span#1 Max Upward Total Deflection 0.000 in Ratio= 0<180.0 <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-#6 @ d=33.6,2-#6 @ d=2.4', 130.47 130.47 38,880.00 7,036.45 7,036.45 <br /> I Shear Stirrup Requirements <br /> Between 0.00 to 3.96 ft, PhiVc/2<Vu<=PhiVc, Req'd Vs=Min 9.6.3.1, use#3 stirrups spaced at 16.000 in <br /> Between 3.99 to 12.01 ft, Vu<PhiVe12, Req'd Vs=Not Reqd 9.6.3.1, use#3 stirrups spaced at 0.000 in <br /> Between 12.04 to 15.97 ft, PhiVc/2<Vu<=PhiVc, Req'd Vs=Min 9,6.3.1, use#3 stirrups spaced at 16.000 in 1 .033 <br /> I Overall Maximum Deflections <br /> Load Combination Span Max,"='Deft (in) Location in Span (ft) Load Combination Max."+"Defl (in) LocatjcctSpan (ft) <br /> +D+L+H 1.._..........._._.._ 0.0062 8.000 0.0000 0.000 <br /> I <br />