Two Way Slab

Page ofDesign by:DanaDate:30-Mar-2011Project :Project NameChecked by:Subject :Design of Two Way SlabDate:

Slab Identity:S3Case123456789

InputConcrete f 'c =28MPaSteelfy =420MPaConcrete Densitygc =25kN/m3Span -- LongLb =8.00mSpan -- ShortLa =7.00mOKSlab Case =4Widthb =1000mm Coverc =30mmMin. Reqd. Th.hmin=190mmThickness UsedT =200mmOKL a / L b =0.875Super Imposed Dead Load- Finishes + CMEP=3.40kN/m2C..,dlC ..,llMoment- Partitions=4.00kN/m2M1 -ve0.06355.813M1 -ve = Ca * Wult * La2(Table12.3)Live LoadLL=2.00kN/m2 M2 -ve0.03742.813M2 -ve = Cb * Wult * Lb2(Table12.3)LoadingsM3 +ve0.0340.04131.219Self weight ( gc* T/1000) = 5.00kN/m2M3 +ve = Ca,dl* Wu,d*La2 + Ca,ll*Wu,l*La2 (12.4/12.5)M4 +ve0.0210.02524.540Total DLDL =12.40kN/m2M4 +ve = Cb,dl* Wu,d*Lb2 + Cb,ll*Wu,l*Lb2 (12.4/12.5)

Total ult ( 1.2DL + 1.6LL ) [ACI 318M-08, 9.2.1 ]Wult =18.08kN/m2

Effective depth ( T - C - db )davg =158.00mmTemperature SteelAt =360mm2[ACI 318M-08, 7.12.2.1]

Momentr req.Ast reqd.Bar Dia.SpacingkN - m %mm2/mfmmM1 -ve55.8130.62698912110M2 -ve42.8130.47374812150M3 +ve31.2190.34153912200SpacingM4 +ve24.5400.26642112260[ACI 318M-08,7.6.5]

SummaryM1 -vef12@200mm c/c ,Ast prov. =958748OKf10@200mm c/c ( Extra )M3 +vef12@200mm c/c ,Ast prov. =565>539OKf0@200mm c/c ( Extra )M4 +vef12@200mm c/c ,Ast prov. =565>421OKf0@200mm c/c ( Extra )

Shear Requirements

W a =0.63W b =0.37Table 12.6W Lb (Dead) =27.3kN/mW La (Dead) =18.4kN/mWLb (Dead) = Wa * La * DL / 2WLa (Dead) = Wb * Lb * DL / 2W Lb (Live) =4.4kN/mW La (Live) =3.0kN/mWLb (Live) = Wa * La * LL / 2WLa (Live) = Wb * Lb * LL / 2W Lb (Ult) = 39.8663999962kN/mW La (Ult) = 26.7584000043kN/mWLb(Ult.)=1.2 WLb(D)+1.6 WLb(L)W La(Ult.)=1.2 WLa(D)+1.6 WLa(L)

[ACI 318M-05,7.6.5]

[ACI 318M-05, 9.5.3.3 -Eq. 9-13 ]

&F

Table12.3Table 12.3 Coefficients for negative moments in slabsaCa

Ratio m = la / lb1234567890.50.0860.0940.090.0970.0890.0880.550.0840.0920.0890.0960.0850.0860.60.0810.0890.0880.0950.080.0850.650.0770.0850.0870.0930.0740.0830.70.0740.0810.0860.0910.0680.0810.750.0690.0760.0850.0880.0610.0780.80.0650.0710.0830.0860.0550.0750.850.060.0660.0820.0830.0490.0720.90.0550.060.080.0790.0430.0680.950.050.0550.0790.0750.0380.06510.0450.050.0750.0710.0330.061

0.900.05500.060.080.07900.0430.0680.87500.057500.0630.0810.08100.0460.070.8500.0600.0660.0820.08300.0490.072Table 12.3 Coefficients for negative moments in slabsaCb

Ratio m = la / lb1234567890.50.0060.0220.0060.0140.010.0030.550.0070.0280.0080.0190.0140.0050.60.010.0350.0110.0240.0180.0060.650.0140.0430.0150.0310.0240.0080.70.0170.050.0190.0380.0290.0110.750.0220.0560.0240.0440.0360.0140.80.0270.0610.0290.0510.0410.0170.850.0310.0650.0340.0570.0460.0210.90.0370.070.040.0620.0520.0250.950.0410.0720.0450.0670.0560.02910.0450.0760.050.0710.0610.0330.900.0370.070.04000.0620.0520.0250.87500.0340.06750.037000.05950.0490.0230.8500.0310.0650.034000.0570.0460.021

Table12.4Table 12.4 Coefficients for dead load positive moments in slabsaCa

Ratio m = la / lb1234567890.50.0950.0370.080.0590.0390.0610.0890.0560.0380.550.0880.0350.0710.0560.0380.0580.0810.0520.0370.60.0810.0340.0620.0530.0370.0560.0730.0480.0360.650.0740.0320.0540.050.0360.0540.0650.0440.0340.70.0680.030.0460.0460.0350.0510.0580.040.0330.750.0610.0280.040.0430.0330.0480.0510.0360.0310.80.0560.0260.0340.0390.0320.0450.0450.0320.0290.850.050.0240.0290.0350.0310.0420.040.0290.0280.90.0450.0220.0250.0330.0290.0390.0350.0250.0260.950.040.020.0210.030.0280.0360.0310.0220.02410.0360.0180.0180.0270.0270.0330.0270.020.023

0.90.0450.0220.0250.0330.0290.0390.0350.0250.0260.8750.04750.0230.0270.0340.030.04050.03750.0270.0270.850.050.0240.0290.0350.0310.0420.040.0290.028Table 12.4 Coefficients for dead load positive moments in slabsaCb

Ratio m = la / lb1234567890.50.0060.0020.0070.0040.0010.0030.0070.0040.0020.550.0080.0030.0090.0050.0020.0040.0090.0050.0030.60.010.0040.0110.0070.0030.0060.0120.0070.0040.650.0130.0060.0140.0090.0040.0070.0140.0090.0050.70.0160.0070.0160.0110.0050.0090.0170.0110.0060.750.0190.0090.0180.0130.0070.0120.020.0130.0070.80.0230.0110.020.0160.0090.0150.0220.0150.010.850.0260.0120.0220.0190.0110.0170.0250.0170.0130.90.0290.0140.0240.0220.0130.0210.0280.0190.0150.950.0330.0160.0250.0240.0150.0240.0310.0210.01710.0360.0180.0270.0270.0180.0270.0330.0230.02

0.90.0290.0140.0240.0220.0130.0210.0280.0190.0150.8750.02750.0130.0230.02050.0120.0190.02650.0180.0140.850.0260.0120.0220.0190.0110.0170.0250.0170.013

Table12.5Table 12.5 Coefficients for live load positive moments in slabsaCa

Ratio m = la / lb1234567890.50.0950.0660.0880.0770.0670.0780.0920.0760.0670.550.0880.0620.080.0720.0630.0730.0850.070.0630.60.0810.0580.0710.0670.0590.0680.0770.0650.0590.650.0740.0530.0640.0620.0550.0640.070.0590.0540.70.0680.0490.0570.0570.0510.060.0630.0540.050.750.0610.0450.0510.0520.0470.0550.0560.0490.0460.80.0560.0410.0450.0480.0440.0510.0510.0440.0420.850.050.0370.040.0430.0410.0460.0450.040.0390.90.0450.0340.0350.0390.0370.0420.040.0350.03600.040.030.0310.0350.0340.0380.0360.0310.03210.0360.0270.0270.0320.0320.0350.0320.0280.03

0.90.0450.0340.0350.0390.0370.0420.040.0350.0360.8750.04750.03550.03750.0410.0390.0440.04250.03750.03750.850.050.0370.040.0430.0410.0460.0450.040.039Table 12.5 Coefficient for live load positive moments in slabsaCb

Ratio m = la / lb1234567890.50.0060.0040.0070.0050.0040.0050.0070.0050.0040.550.0080.0060.0090.0070.0050.0060.0090.0070.0060.60.010.0070.0110.0090.0070.0080.0110.0090.0070.650.0130.010.0140.0110.0090.010.0140.0110.0090.70.0160.0120.0160.0140.0110.0130.0170.0140.0110.750.0190.0140.0190.0160.0130.0160.020.0160.0130.80.0230.0170.0220.020.0160.0190.0230.0190.0170.850.0260.0190.0240.0230.0190.0220.0260.0220.020.90.0290.0220.0270.0260.0210.0250.0290.0240.0220.950.0330.0250.0290.0290.0240.0290.0320.0270.02510.0360.0270.0320.0320.0270.0320.0350.030.0280.90.0290.0220.0270.0260.0210.0250.0290.0240.0220.8750.02750.02050.02550.02450.020.02350.02750.0230.0210.850.0260.0190.0240.0230.0190.0220.0260.0220.02

Table12.6Table 12.6 Ratio of load w in La & lbdirection fo shear in slab & load on supportWa

Ratio m = la / lb1234567890.50.940.940.760.940.990.970.860.890.970.550.920.920.690.920.980.960.810.850.950.60.890.890.610.890.970.950.760.80.940.650.850.850.530.850.960.930.690.740.920.70.810.810.450.810.950.910.620.680.890.750.760.760.390.760.940.880.560.610.860.80.710.710.330.710.920.860.490.550.830.850.660.660.280.660.90.830.430.490.790.90.60.60.230.60.880.790.380.430.750.950.550.550.20.550.860.750.330.380.7110.50.50.170.50.830.710.290.330.67

A crosshatched edge indicate that the slab continues or fixed at support unmarked edge indicates tor: resis is neg:0.90.60.60.230.60.880.790.380.430.750.8750.62999999990.62999999990.2550.62999999990.890.810.4050.45999999990.770.850.660.660.280.660.90.830.430.490.79Table 12.6 Ratio of load w in La & lbdirection fo shear in slab & load on supportWb

Ratio m = la / lb1234567890.50.060.060.240.060.010.030.140.110.030.550.080.080.310.080.020.040.190.150.050.60.110.110.390.110.030.050.240.20.060.650.150.150.470.150.040.070.310.260.080.70.190.190.550.190.050.090.380.320.110.750.240.240.610.240.060.120.440.390.140.80.290.290.670.290.080.140.510.450.170.850.340.340.720.340.10.170.570.510.210.90.40.40.770.40.120.210.620.570.250.950.450.450.80.450.140.250.670.620.2910.50.50.830.50.170.290.710.670.330.90.40.40.770.40.120.210.620.570.250.8750.37000000010.37000000010.7450.37000000010.110.190.5950.54000000010.230.850.340.340.720.340.10.170.570.510.21