Beam Design.xls

rb16b) Find out Required Steel of a beam for given Section and MomentRB 16Given,Concrete Cylinderical Strength, fc' =3.5KsiYield Stress fo Steel, fy =60Ksi1 =0.85O=0.9Ultimate Flexural Stregth, Mu =888in-kipsWidth of Beam, b =12in12mm16mm20mm25mmHeight of Beam, h =20in5.53.19354838712.1521739131.3026315789Clear Cover =2.5inEffective Depth of Beam, d =17.5inRodNos.Area (in2)Area of Steel, As =0.99in^212mm00Check:16mm30.93Balanced Steel Ratio, b =0.024943452420mm20.92Steel Raio, max =0.018725mm00From the Above Calculation, =0.0047142857OKTOTAL1.85NOTE: If NOT OK at G49 cell then please change width and height of the column as the section choosen was not correct.SteelAssume - a10.970a1.6300.990a1.6600.990a1.6600.990a1.6600.990a1.660Given,Concrete Cylinderical Strength, fc' =3.5KsiYield Stress fo Steel, fy =60Ksi1 =0.85O=0.9Ultimate Flexural Stregth, Mu =432in-kipsWidth of Beam, b =12in12mm16mm20mm25mmHeight of Beam, h =20in3.88888888892.25806451611.52173913040.9210526316Clear Cover =2.5inEffective Depth of Beam, d =17.5inRodNos.Area (in2)Area of Steel, As =0.7in^212mm00Check:16mm30.93Balanced Steel Ratio, b =0.024943452420mm20.92Steel Raio, max =0.018725mm00From the Above Calculation, =0.0033333333OKTOTAL1.85NOTE: If NOT OK at G49 cell then please change width and height of the column as the section choosen was not correct.SteelAssume - a10.470a0.7900.470a0.7900.470a0.7900.470a0.7900.470a0.790

rb15b) Find out Required Steel of a beam for given Section and MomentRB15Given,Concrete Cylinderical Strength, fc' =3.5KsiYield Stress fo Steel, fy =60Ksi1 =0.85O=0.9Ultimate Flexural Stregth, Mu =660in-kipsWidth of Beam, b =12in12mm16mm20mm25mmHeight of Beam, h =20in42.32258064521.56521739130.9473684211Clear Cover =2.5inEffective Depth of Beam, d =17.5inRodNos.Area (in2)Area of Steel, As =0.72in^212mm00Check:16mm30.93Balanced Steel Ratio, b =0.024943452420mm20.92Steel Raio, max =0.018725mm00From the Above Calculation, =0.0034285714OKTOTAL1.85NOTE: If NOT OK at G49 cell then please change width and height of the column as the section choosen was not correct.SteelAssume - a10.720a1.2100.720a1.2100.720a1.2100.720a1.2100.720a1.210Given,Concrete Cylinderical Strength, fc' =3.5KsiYield Stress fo Steel, fy =60Ksi1 =0.85O=0.9Ultimate Flexural Stregth, Mu =240in-kipsWidth of Beam, b =12in12mm16mm20mm25mmHeight of Beam, h =20in3.88888888892.25806451611.52173913040.9210526316Clear Cover =2.5inEffective Depth of Beam, d =17.5inRodNos.Area (in2)Area of Steel, As =0.7in^212mm00Check:16mm30.93Balanced Steel Ratio, b =0.024943452420mm20.92Steel Raio, max =0.018725mm00From the Above Calculation, =0.0033333333OKTOTAL1.85NOTE: If NOT OK at G49 cell then please change width and height of the column as the section choosen was not correct.SteelAssume - a10.260a0.4400.260a0.4400.260a0.4400.260a0.4400.260a0.440

rb14b) Find out Required Steel of a beam for given Section and MomentRB14Given,Concrete Cylinderical Strength, fc' =3.5KsiYield Stress fo Steel, fy =60Ksi1 =0.85O=0.9Ultimate Flexural Stregth, Mu =1968in-kipsWidth of Beam, b =12in12mm16mm20mm25mmHeight of Beam, h =20in14.11111111118.19354838715.52173913043.3421052632Clear Cover =3.5inEffective Depth of Beam, d =16.5inRodNos.Area (in2)Area of Steel, As =2.54in^212mm00Check:16mm30.93Balanced Steel Ratio, b =0.024943452420mm20.92Steel Raio, max =0.018725mm00From the Above Calculation, =0.0128282828OKTOTAL1.85NOTE: If NOT OK at G49 cell then please change width and height of the column as the section choosen was not correct.SteelAssume - a12.280a3.8302.500a4.2002.530a4.2502.540a4.2702.540a4.270Given,Concrete Cylinderical Strength, fc' =3.5KsiYield Stress fo Steel, fy =60Ksi1 =0.85O=0.9Ultimate Flexural Stregth, Mu =2196in-kipsWidth of Beam, b =12in12mm16mm20mm25mmHeight of Beam, h =20in16.05555555569.32258064526.28260869573.8026315789Clear Cover =3.5inEffective Depth of Beam, d =16.5inRodNos.Area (in2)Area of Steel, As =2.89in^212mm00Check:16mm30.93Balanced Steel Ratio, b =0.024943452420mm20.92Steel Raio, max =0.018725mm00From the Above Calculation, =0.0145959596OKTOTAL1.85NOTE: If NOT OK at G49 cell then please change width and height of the column as the section choosen was not correct.SteelAssume - a12.540a4.2702.830a4.7602.880a4.8402.890a4.8602.890a4.860

rb13Ab) Find out Required Steel of a beam for given Section and MomentRB 13AGiven,Concrete Cylinderical Strength, fc' =3.5KsiYield Stress fo Steel, fy =60Ksi1 =0.85O=0.9Ultimate Flexural Stregth, Mu =660in-kipsWidth of Beam, b =12in12mm16mm20mm25mmHeight of Beam, h =20in42.32258064521.56521739130.9473684211Clear Cover =2.5inEffective Depth of Beam, d =17.5inRodNos.Area (in2)Area of Steel, As =0.72in^212mm00Check:16mm30.93Balanced Steel Ratio, b =0.024943452420mm20.92Steel Raio, max =0.018725mm00From the Above Calculation, =0.0034285714OKTOTAL1.85NOTE: If NOT OK at G49 cell then please change width and height of the column as the section choosen was not correct.SteelAssume - a10.720a1.2100.720a1.2100.720a1.2100.720a1.2100.720a1.210Given,Concrete Cylinderical Strength, fc' =3.5KsiYield Stress fo Steel, fy =60Ksi1 =0.85O=0.9Ultimate Flexural Stregth, Mu =240in-kipsWidth of Beam, b =12in12mm16mm20mm25mmHeight of Beam, h =20in3.88888888892.25806451611.52173913040.9210526316Clear Cover =2.5inEffective Depth of Beam, d =17.5inRodNos.Area (in2)Area of Steel, As =0.7in^212mm00Check:16mm30.93Balanced Steel Ratio, b =0.024943452420mm20.92Steel Raio, max =0.018725mm00From the Above Calculation, =0.0033333333OKTOTAL1.85NOTE: If NOT OK at G49 cell then please change width and height of the column as the section choosen was not correct.SteelAssume - a10.260a0.4400.260a0.4400.260a0.4400.260a0.4400.260a0.440













rb1b) Find out Required Steel of a beam for given Section and MomentRB 1Given,Concrete Cylinderical Strength, fc' =3KsiYield Stress fo Steel, fy =60Ksi1 =0.85O=0.9Ultimate Flexural Stregth, Mu =2400in-kipsWidth of Beam, b =12in12mm16mm20mm25mmHeight of Beam, h =24in13.66666666677.9354838715.3478260873.2368421053Clear Cover =3.5inEffective Depth of Beam, d =20.5inRodNos.Area (in2)Area of Steel, As =2.46in^212mm00Check:16mm30.93Balanced Steel Ratio, b =0.02138010220mm20.92Steel Raio, max =0.01625mm00From the Above Calculation, =0.01OKTOTAL1.85NOTE: If NOT OK at G49 cell then please change width and height of the column as the section choosen was not correct.SteelAssume - a12.220a4.3502.430a4.7602.450a4.8002.460a4.8202.460a4.820Given,Concrete Cylinderical Strength, fc' =3KsiYield Stress fo Steel, fy =60Ksi1 =0.85O=0.9Ultimate Flexural Stregth, Mu =1200in-kipsWidth of Beam, b =12in12mm16mm20mm25mmHeight of Beam, h =24in6.38888888893.70967741942.51.5131578947Clear Cover =3.5inEffective Depth of Beam, d =20.5inRodNos.Area (in2)Area of Steel, As =1.15in^212mm00Check:16mm30.93Balanced Steel Ratio, b =0.02138010220mm20.92Steel Raio, max =0.01625mm00From the Above Calculation, =0.0046747967OKTOTAL1.85NOTE: If NOT OK at G49 cell then please change width and height of the column as the section choosen was not correct.SteelAssume - a11.110a2.1801.140a2.2401.150a2.2501.150a2.2501.150a2.250

USD-SRBUSD Method - Single Reinforced Beama) Find out section and steel area of a beam for given loadConcrete Cylinderical Strength, fc' =3KsiYield Stress fo Steel, fy =40Ksi1 =0.85n=0.9Dead Load, DL =1.27Kips/ftLive Load, LL =2.44Kips/ftSpan i.e. c/c of the Beam, L =15ftBalanced Steel Ratio, b =0.0371205709Steel Raio, = max =0.0278Ultimate or Factored Load, Wu =5.93Kips/ftUltimate Moment for Simply Supported Beam Mu =2001.375in-KipsWidth of Beam, b =12inEffective Depth of Beam, d =14.6inArea of Steel, As =4.87in^2Since width and height of the beam should be in such amount that it is constructed easily. In actual practice it is always rounded upward to the nearest inch. That is why at the time of design we have to take the new dimension and revised check should be carried out.Considering,Width of Beam, b =12inHeight of Beam, h =18inClear Cover =2.5inEffective depth of Beam, d =15.5inAssume, a =5.75inArea of Steel, As =4.4in^2Checking assumed, a =5.75inOKArea of Steel, As =4.4in^2Area of a Single Bar, =1in^2Total Number of Bar, =4.4Nos.Width of Beam, b =12inHeight of Beam, h =18inb) Find out Required Steel of a beam for given Section and MomentGiven,Concrete Cylinderical Strength, fc' =3.5KsiYield Stress fo Steel, fy =60Ksi1 =0.85O=0.9Ultimate Flexural Stregth, Mu =634in-kipsWidth of Beam, b =10in12mm16mm20mm25mmHeight of Beam, h =13in7.05555555564.09677419352.76086956521.6710526316Clear Cover =2.5inEffective Depth of Beam, d =10.5inRodNos.Area (in2)Area of Steel, As =1.27in^212mm00Check:16mm30.93Balanced Steel Ratio, b =0.024943452420mm20.92Steel Raio, max =0.018725mm00From the Above Calculation, =0.0120952381OKTOTAL1.85NOTE: If NOT OK at G49 cell then please change width and height of the column as the section choosen was not correct.SteelAssume - a11.170a2.3601.260a2.5401.270a2.5601.270a2.5601.270a2.560

if not ok please change assumed 'a' until OK.

USD-DRBUSD Method - Double Reinforced Beama) Find out steel area of a given load of a simple supported beamConcrete Cylinderical Strength, fc' =3KsiYield Stress fo Steel, fy =40KsiWidth of Beam, b =10inHeight of Beam, h =20inBottom Clear Cover, =4inTop Clear Cover, d2 =2.5inEffective Depth of Beam, d =16in1 =0.85O=0.9Dead Load, DL =1.05Kips/ftLive Load, LL =2.47Kips/ftSpan i.e. c/c of the Beam, L =18ftBalanced Steel Ratio, b =0.0371205709Steel Raio, max =0.0278Ultimate or Factored Load, Wu =5.67Kips/ftUltimate Moment for Simply Supported Beam, Mu =2755.62in-KipsArea of Steel, As1 =4.45in^2a =6.98inMaximum Nominal Moment , Mn1 =2226.78in-KipsUltimate Moment, Mu =2004.102DOUBLEMaximum Nominal Moment , Mn2 =835.02in-KipsCompression Area of Steel, As2 =1.55in^2OKTotal Tension Area of Steel, As =6in^2OKTo check or confirm that the compressive bars would yield at failure.Steel Raio, 2 =0.0097Minimum Tensile Steel Ratio for Yielding of Compression bar, cy =0.0254Tensile Steel Raio, =0.0375YIELDING OF THE COMPRESSION STEEL & OKIf "NOT OK" at F31 cell then the compression steel area must be increased. The following process needs to be done to ensure that compressive bars would yield at failure.a =6.98inNeutral Axis Depth, c =8.212infs2 =60.51KsiCompression Steel,As2 revised =1.02in^2NOT OKTotal Tension Area of Steel, As =5.47in^2NOT OKb) Find out required steel area of a beam for given moment and sectionConcrete Cylinderical Strength, fc' =3.5KsiYield Stress fo Steel, fy =60KsiWidth of Beam, b =20inHeight of Beam, h =25inBottom Clear Cover, =3.5inTop Clear Cover, d2 =3.5inEffective Depth of Beam, d =21.5in1 =0.85O=0.9Balanced Steel Ratio, b =0.0249434524Steel Raio, max =0.0187Ultimate Moment for Simply Supported Beam, Mu =6936in-KipsArea of Steel, As1 =8.04in^2a =8.11inMaximum Nominal Moment , Mn1 =8415.468in-KipsUltimate Moment, Mu =7573.9212SINGLEMaximum Nominal Moment , Mn2 =-708.8013333333in-KipsCompression Area of Steel, As2 =-0.66in^2NOT OKTotal Tension Area of Steel, As =7.38in^2NOT OKTo check or confirm that the compressive bars would yield at failure.Steel Raio, 2 =-0.0015Minimum Tensile Steel Ratio for Yielding of Compression bar, cy =0.0206Tensile Steel Raio, =0.0172NOT OKIf "NOT OK" at F62 cell then the compression steel area must be increased. The following process needs to be done to ensure that compressive bars would yield at failure.a =8.11inNeutral Axis Depth, c =9.541infs2 =55.09KsiCompression Steel, As2 revised =-0.72in^2OKTotal Tension Area of Steel, As =7.32in^2OK

If SINGLE then select area steel (As) from E21 cell. If DOUBLE further processing needs to be done.DEVELPOED MOMENT FROM LOADRESISTING MOMENT OF BEAMDEVELPOED MOMENT FROM LOADRESISTING MOMENT OF BEAMIf SINGLE then select area steel (As) from E21 cell. If DOUBLE further processing needs to be done.

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Beam Design.xls