COMBINED FOOTINGSBC 75 124 20

Plinth 1 m

124 kN 1.18 3.00 -0.98

20 kN S1 3.0 m 3.20 m

(1) Estimate size of footing75 59

Select:P w = = 99

= 1.85 Area prov 5.8L B >>>

3.2 1.8 500 >>>

(2) Estimate C.G of load ( assumption that it will be coincide with C.G of footing

X = = 0.42 >> L = 1.18 mLess than 0 R = -0.98 m

25 Ultimate

17 Working

25 1.8 45 kN/m

124 201.18 3.0 -0.98

45.00 kN/m

24.1 32 71 Design 35 460Columns 0.2 0.6Design of Combined footingBottom SteelMu = 32 kN.mk = 0.003 >>z= 418 mm

188 117011 12 164

Top SteelMu = 24 kN.mk = 0.002 >>z= 418 mm

57 117011 12 164

Max Shear

kN/m2

Pu1

Pu2

- gs hplinth =

Area req = m2 m2

Depth mm

(3) Draw SF & BM diagram for ultimate loads with upward Qnet = kN/m2

kN/m2

qu = Qnet . B =

Mu top Mu Bott V max

As req =

As req =

s1L R m m m

kN kN

L =

x =

0 1 2 3 4 5

-40

-30

-20

-10

0

10

20

30

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5

-80-60-40-20

020406080

0

53.25

-70.75

64.2544.25

0

Pu2 . S1

Pu total

(Pu1 + Pu2)1.45 kN

q all =

m

(Pw . 1.1)qall

kN kN

fcu = fy =

Asmin = @ f

Asmin = @ fAsmin = @

m m m

0 1 2 3 4 5

-40

-30

-20

-10

0

10

20

30

Distance0 0

v1 1.18 53.25 53.25v2 1.18 -70.75 70.75v3 4.18 64.25 64.25v4 4.18 44.25 44.25v5 3.20 0 0

0 0.00.05 0.06 -0.1

0.1 0.12 -0.30.15 0.18 -0.7

0.2 0.24 -1.30.25 0.30 -2.0

0.3 0.36 -2.80.35 0.41 -3.9

0.4 0.47 -5.00.45 0.53 -6.4

0.5 0.59 -7.90.55 0.65 -9.5

0.6 0.71 -11.30.65 0.77 -13.3

0.7 0.83 -15.40.75 0.89 -17.7

0.8 0.95 -20.20.85 1.01 -22.8

0.9 1.07 -25.5

L 0.95 1.12 -28.43.2 1 1.18 -31.5

B 0.01 1.21 -29.41.80 0.02 1.24 -27.3

0.03 1.27 -25.3500 0.04 1.30 -23.3

0.05 1.33 -21.40.06 1.36 -19.50.07 1.39 -17.6

0.08 1.42 -15.80.09 1.45 -14.0

0.1 1.48 -12.30.11 1.51 -10.60.12 1.54 -9.00.13 1.57 -7.3

0.14 1.60 -5.80.15 1.63 -4.20.16 1.66 -2.70.17 1.69 -1.3

D mm

0.18 1.72 0.10.19 1.75 1.5

0.2 1.78 2.80.21 1.81 4.10.22 1.84 5.40.23 1.87 6.60.24 1.90 7.80.25 1.93 8.90.26 1.96 10.00.27 1.99 11.00.28 2.02 12.00.29 2.05 13.0

0.3 2.08 13.90.31 2.11 14.80.32 2.14 15.70.33 2.17 16.50.34 2.20 17.20.35 2.23 18.00.36 2.26 18.70.37 2.29 19.30.38 2.32 19.90.39 2.35 20.5

0.4 2.38 21.00.41 2.41 21.50.42 2.44 21.90.43 2.47 22.30.44 2.50 22.70.45 2.53 23.00.46 2.56 23.30.47 2.59 23.50.48 2.62 23.70.49 2.65 23.9

0.5 2.68 24.00.51 2.71 24.10.52 2.74 24.10.53 2.77 24.10.54 2.80 24.10.55 2.83 24.00.56 2.86 23.80.57 2.89 23.70.58 2.92 23.50.59 2.95 23.2

0.6 2.98 22.90.61 3.01 22.60.62 3.04 22.20.63 3.07 21.80.64 3.10 21.40.65 3.13 20.90.66 3.16 20.40.67 3.19 19.80.68 3.22 19.20.69 3.25 18.5

0.7 3.28 17.80.71 3.31 17.1

0.72 3.34 16.30.73 3.37 15.50.74 3.40 14.70.75 3.43 13.80.76 3.46 12.80.77 3.49 11.90.78 3.52 10.80.79 3.55 9.8

0.8 3.58 8.70.81 3.61 7.60.82 3.64 6.40.83 3.67 5.20.84 3.70 3.90.85 3.73 2.60.86 3.76 1.30.87 3.79 -0.10.88 3.82 -1.50.89 3.85 -3.0

0.9 3.88 -4.50.91 3.91 -6.00.92 3.94 -7.60.93 3.97 -9.30.94 4.00 -10.90.95 4.03 -12.60.96 4.06 -14.40.97 4.09 -16.20.98 4.12 -18.00.99 4.15 -19.8

1 4.18 -21.80.05 4.13 -19.6

0.1 4.09 -17.60.15 4.04 -15.7

0.2 3.99 -13.90.25 3.94 -12.2

0.3 3.89 -10.70.35 3.84 -9.2

0.4 3.79 -7.80.45 3.74 -6.6

0.5 3.69 -5.40.55 3.64 -4.4

0.6 3.59 -3.50.65 3.54 -2.7

0.7 3.50 -2.00.75 3.45 -1.4

0.8 3.40 -0.90.85 3.35 -0.5

0.9 3.30 -0.20.95 3.25 -0.1

1 3.20 0.0

Strip Footing Design - 3 cloumnsSBC 70

1.05 m

721 kN

2085 kN 721 2085 720720 kN

S1 1.0 m 0.88 0.99 1.61 0.52S2 1.6 m

70 53.2 4 m(1) Estimate size of footing

2432 kN50.3 52

Select: L B4 13 0.4 >>>

(2) Estimate C.G of load ( assumption that it will be coincide with C.G of footing

1.12 m L = 0.88 mR= 0.52 m

(3) Draw SF & BM diagram for ultimate loads with upward Q net = 6847

68 13 882 kN/m

721 2085 720

(4) RESULTS: 882

0 kN.m -834 kN.m V max 1154 kN

Note: Moments/Shear are for total width (B)

kN/m2

h filling

Pu1

Pu2

Pu3

-gs hplinth =

Pw = (Pu1+Pu2+Pu3)/(1.45) =Area req = Pw*1.1/qnet = m2 Area prov = m2

Depth(m)

X =(P2*s1+P3*(s1+s2))/p total =

kN/m2 ult

kN/m2 work

qu = Qnet . B =

Mu top Mu bottom

s1 s2L R m m m m

kN kN kN

L =

x =

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5

-1000

-500

0

500

1000

1500

2000

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5

-1500

-1000

-500

0

500

1000

1500

0

778.9625

57.9624999999999

930.6475

-1154.3525

264.8625

-455.13750

kN/m

Note : X start from Column 1

qall = kN/m2

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5

-1000

-500

0

500

1000

1500

2000

MuL/4

L/2 0 0L 0.1 0.09 -3L+s*..05 0.2 0.18 -14L+s*..06 0.3 0.27 -31L+s*.3 0.4 0.35 -55L+s*.4 0.5 0.44 -86L+s*.5 0.6 0.53 -124

L+s*.6 0.7 0.62 -169L+s*.7 0.8 0.71 -220

L+s*.8 0.9 0.80 -279

L+s*.9 1 0.88 -3440.01 0.89 -3450.02 0.90 -3450.03 0.91 -3460.04 0.92 -3470.05 0.93 -3480.06 0.94 -3490.07 0.95 -3500.08 0.96 -3520.09 0.97 -353

0.1 0.98 -3540.11 0.99 -3560.12 1.00 -3570.13 1.01 -3590.14 1.02 -3610.15 1.03 -3630.16 1.04 -364

0.17 1.05 -3660.18 1.06 -3690.19 1.07 -371

0.2 1.08 -3730.21 1.09 -3750.22 1.10 -3780.23 1.11 -3800.24 1.12 -3830.25 1.13 -3860.26 1.14 -3880.27 1.15 -3910.28 1.16 -3940.29 1.17 -397

0.3 1.18 -4000.31 1.19 -4030.32 1.20 -4070.33 1.21 -4100.34 1.22 -4140.35 1.23 -4170.36 1.24 -4210.37 1.25 -4250.38 1.26 -428

0.39 1.27 -4320.4 1.28 -436

0.41 1.29 -4400.42 1.30 -4440.43 1.31 -4490.44 1.32 -4530.45 1.33 -4570.46 1.34 -4620.47 1.35 -4670.48 1.36 -4710.49 1.37 -476

0.5 1.38 -4810.51 1.39 -4860.52 1.40 -4910.53 1.41 -4960.54 1.42 -5010.55 1.43 -5060.56 1.44 -5120.57 1.45 -5170.58 1.46 -5230.59 1.47 -528

0.6 1.48 -5340.61 1.49 -5400.62 1.50 -5460.63 1.51 -5520.64 1.52 -5580.65 1.53 -5640.66 1.54 -5700.67 1.55 -5770.68 1.56 -5830.69 1.57 -589

0.7 1.58 -5960.71 1.59 -6030.72 1.60 -6090.73 1.61 -6160.74 1.62 -6230.75 1.63 -6300.76 1.64 -6370.77 1.65 -6440.78 1.66 -6520.79 1.67 -659

0.8 1.68 -6670.81 1.69 -6740.82 1.70 -6820.83 1.71 -6890.84 1.72 -6970.85 1.73 -7050.86 1.74 -7130.87 1.74 -7210.88 1.75 -7290.89 1.76 -737

0.9 1.77 -7460.91 1.78 -754

L+s1+(s2/8) -582.58 0.92 1.79 -763

0.93 1.80 -7710.94 1.81 -7800.95 1.82 -7890.96 1.83 -7970.97 1.84 -8060.98 1.85 -8150.99 1.86 -824

1 1.87 -8340.01 1.89 -8150.02 1.91 -7970.03 1.92 -7790.04 1.94 -7610.05 1.95 -7430.06 1.97 -7260.07 1.99 -7090.08 2.00 -6920.09 2.02 -676

0.1 2.03 -6590.11 2.05 -6430.12 2.07 -6270.13 2.08 -6110.14 2.10 -5960.15 2.12 -5800.16 2.13 -5650.17 2.15 -5510.18 2.16 -5360.19 2.18 -522

0.2 2.20 -5080.21 2.21 -4940.22 2.23 -4800.23 2.24 -4670.24 2.26 -4530.25 2.28 -4400.26 2.29 -4280.27 2.31 -4150.28 2.32 -4030.29 2.34 -391

0.3 2.36 -3790.31 2.37 -3670.32 2.39 -3560.33 2.40 -3450.34 2.42 -3340.35 2.44 -3230.36 2.45 -3130.37 2.47 -3020.38 2.49 -2920.39 2.50 -282

0.4 2.52 -2730.41 2.53 -2640.42 2.55 -2540.43 2.57 -2460.44 2.58 -2370.45 2.60 -2290.46 2.61 -220

0.47 2.63 -2120.48 2.65 -2050.49 2.66 -197

0.5 2.68 -1900.51 2.69 -1830.52 2.71 -1760.53 2.73 -1690.54 2.74 -1630.55 2.76 -1570.56 2.78 -1510.57 2.79 -1450.58 2.81 -1400.59 2.82 -135

0.6 2.84 -1300.61 2.86 -1250.62 2.87 -1200.63 2.89 -1160.64 2.90 -1120.65 2.92 -1080.66 2.94 -1050.67 2.95 -1010.68 2.97 -980.69 2.98 -95

0.7 3.00 -920.71 3.02 -900.72 3.03 -880.73 3.05 -860.74 3.07 -840.75 3.08 -820.76 3.10 -810.77 3.11 -800.78 3.13 -790.79 3.15 -78

0.8 3.16 -780.81 3.18 -780.82 3.19 -780.83 3.21 -780.84 3.23 -790.85 3.24 -790.86 3.26 -800.87 3.27 -810.88 3.29 -830.89 3.31 -84

0.9 3.32 -860.91 3.34 -880.92 3.35 -910.93 3.37 -930.94 3.39 -960.95 3.40 -990.96 3.42 -1020.97 3.44 -1060.98 3.45 -1090.99 3.47 -113

1 3.48 -117

0.1 3.54 -950.2 3.59 -750.3 3.64 -580.4 3.69 -420.5 3.74 -290.6 3.79 -190.7 3.85 -110.8 3.90 -50.9 3.95 -1

1 4.00 0

0 0 0v1 0.88 778.9625 778.9625v2 0.88 57.9625 57.9625v3 1.87 930.6475 930.6475v4 1.87 -1154.353 1154.353v5 3.48 264.8625 264.8625v6 3.48 -455.1375 455.1375v0 4.00 0 0

Distance Mu0 0

0.88 -344.20.817924 -342.3

1.87 -833.53.18321 -77.7

3.48 -117.54 0

Strip Footing Design - 4 cloumnsSBC 130

1 m

479 kN

755 kN

668 kN 479 755 668 678678 m

S1 3.8 m 0.99 3.80 3.72 3.70 1.79S2 3.7 mS3 3.7 14.00 m

130 114(1) Estimate size of footing

1779 kN17.2 18.2

Select: L B >>>14 1.3 0.4 >>>

(2) Estimate C.G of load ( assumption that it will be coincide with C.G of footing)6.01 m

>> L = 0.99 m>> R= 1.79 m

(3) Draw SF & BM diagram for ultimate loads with upward Q net = 142142 1.3 184 kN/m 98

479 755 668 6780.99 3.8 3.7 3.7 1.79

184

(4) RESULTS:

-296 147 404 Note: Results for total width (B)

Shear

Moment

kN/m2

h filling

Pu1

Pu2

Pu3

Pu4

-gs hplinth =

Pw = (Pu1+Pu2+Pu3+Pu4)/(1.45) =Area req = Pw*1.1/qnet = m2 Area prov = m2

Depth(m)

X = [ Pu2 .s1 + Pu3 .(s1+s2) + Pu4 . (s1+s2+s3) ] /(1.45) =

kN/m2 ult

qu = Qnet . B = kN/m2 work

Mu bottom Mu top Vu max

s1 s2L m m m m m

kN kN kN kN

L =

x =

kN/m

Note : X start from Column 1

qall = kN/m2

s3 R

kN.m kN.m kN

0 2 4 6 8 10 12 14 16

-500

-250

0

250

500

0

182.891428571429

-296.108571428571

404.177142857143

-350.822857142857

334.72

-333.28

348.577142857143

-329.422857142857

0

0 2 4 6 8 10 12 14 16

-320

0

320

0 2 4 6 8 10 12 14 16

-320

0

320

SHEAR CALCULATIOV MOMENT0 0 0

v1 0.99 182.8914 182.8914 0.1v2 0.99 -296.1086 296.1086 0.2v3 4.79 404.1771 404.1771 0.3v4 4.79 -350.8229 350.8229 0.4v5 8.51 334.72 334.72 0.5v6 8.51 -333.28 333.28 0.6v7 12.21 348.5771 348.5771 0.7v8 12.21 -329.4229 329.4229 0.8v9 14.00 0 0 0.9

10.010.020.030.040.050.060.070.080.090.1

0.110.120.130.140.150.160.170.18

0.190.2

0.210.220.230.240.250.260.270.280.290.3

0.310.320.330.340.350.360.37

0.380.390.4

0.410.420.430.440.450.460.470.480.490.5

0.510.520.530.540.550.560.570.580.590.6

0.610.620.630.640.650.660.670.680.690.7

0.710.720.730.740.750.760.770.780.790.8

0.810.820.830.840.850.860.870.880.890.9

0.91

0.920.930.940.950.960.970.980.99

10.010.020.030.040.050.060.070.080.090.1

0.110.120.130.140.150.160.170.180.190.2

0.210.220.230.240.250.260.270.280.290.3

0.310.320.330.340.350.360.370.380.390.4

0.410.420.430.440.45

0.460.470.480.490.5

0.510.520.530.540.550.560.570.580.590.6

0.610.620.630.640.650.660.670.680.690.7

0.710.720.730.740.750.760.770.780.790.8

0.810.820.830.840.850.860.870.880.890.9

0.910.920.930.940.950.960.970.980.99

10.010.020.030.040.050.060.070.080.090.1

0.110.120.130.140.150.160.170.180.190.2

0.210.220.230.240.250.260.270.280.290.3

0.310.320.330.340.350.360.370.380.390.4

0.410.420.430.440.450.460.470.480.490.5

0.510.520.53

0.540.550.560.570.580.590.6

0.610.620.630.640.650.660.670.680.690.7

0.710.720.730.740.750.760.770.780.790.8

0.810.820.830.840.850.860.870.880.890.9

0.910.920.930.940.950.960.970.980.99

10.10.20.30.40.50.60.7

0.80.91

0 0.000.10 -0.910.20 -3.630.30 -8.170.40 -14.520.50 -22.690.60 -32.670.69 -44.470.79 -58.080.89 -73.510.99 -90.751.03 -801.07 -691.11 -581.14 -481.18 -381.22 -281.26 -191.30 -91.33 01.37 81.41 171.45 251.49 331.52 411.56 481.60 551.64 621.68 69

1.71 751.75 811.79 871.83 921.87 981.90 1031.94 1071.98 1122.02 1162.06 1202.09 1242.13 1272.17 1302.21 1332.25 1362.28 1382.32 1402.36 1422.40 143

2.44 1452.47 1462.51 1462.55 1472.59 1472.63 1472.66 1472.70 1462.74 1452.78 1442.82 1432.85 1412.89 1392.93 1372.97 1353.01 1323.04 1293.08 1263.12 1223.16 1183.20 1143.23 1103.27 1053.31 1013.35 953.39 903.42 843.46 783.50 723.54 663.58 593.61 523.65 453.69 373.73 303.77 223.80 133.84 53.88 -43.92 -133.96 -233.99 -324.03 -424.07 -524.11 -634.15 -734.18 -844.22 -964.26 -1074.30 -1194.34 -1314.37 -1434.41 -1564.45 -169

4.49 -1824.53 -1954.56 -2094.60 -2234.64 -2374.68 -2514.72 -2664.75 -2814.79 -2964.83 -2834.87 -2704.90 -2584.94 -2464.98 -2345.02 -2225.05 -2115.09 -2005.13 -1895.16 -1785.20 -1685.24 -1585.28 -1485.31 -1385.35 -1295.39 -1205.42 -1115.46 -1025.50 -945.54 -865.57 -785.61 -715.65 -635.69 -565.72 -505.76 -435.80 -375.83 -315.87 -255.91 -195.95 -145.98 -96.02 -46.06 06.09 46.13 86.17 126.21 166.24 196.28 226.32 256.35 276.39 296.43 316.47 33

6.50 346.54 366.58 376.62 376.65 386.69 386.73 386.76 376.80 376.84 366.88 356.91 346.95 326.99 307.02 287.06 267.10 237.14 207.17 177.21 137.25 107.28 67.32 27.36 -37.40 -77.43 -127.47 -177.51 -237.55 -297.58 -357.62 -417.66 -477.69 -547.73 -617.77 -687.81 -767.84 -837.88 -917.92 -1007.95 -1087.99 -1178.03 -1268.07 -1358.10 -1458.14 -1548.18 -1648.21 -1758.25 -1858.29 -1968.33 -2078.36 -2188.40 -2308.44 -2428.48 -254

8.51 -2668.55 -2548.59 -2428.62 -2308.66 -2198.70 -2088.73 -1978.77 -1868.81 -1768.85 -1658.88 -1558.92 -1468.96 -1368.99 -1279.03 -1189.07 -1109.10 -1019.14 -939.18 -859.22 -779.25 -709.29 -639.33 -569.36 -499.40 -439.44 -379.47 -319.51 -259.55 -209.59 -159.62 -109.66 -59.70 -19.73 39.77 79.81 119.84 149.88 179.92 209.96 239.99 25

10.03 2710.07 2910.10 3110.14 3210.18 3310.21 3410.25 3510.29 3510.33 3510.36 3510.40 3510.44 3410.47 33

10.51 3210.55 3110.58 2910.62 2710.66 2510.70 2210.73 2010.77 1710.81 1410.84 1010.88 610.92 210.95 -210.99 -611.03 -1111.07 -1611.10 -2111.14 -2611.18 -3211.21 -3811.25 -4411.29 -5111.32 -5811.36 -6511.40 -7211.44 -7911.47 -8711.51 -9511.55 -10311.58 -11211.62 -12011.66 -12911.69 -13911.73 -14811.77 -15811.81 -16811.84 -17811.88 -18911.92 -19911.95 -21011.99 -22212.03 -23312.06 -24512.10 -25712.14 -26912.18 -28212.21 -29412.39 -23812.57 -18812.75 -14412.93 -10613.11 -7413.28 -4713.46 -26

13.64 -1213.82 -314.00 0

Strap footingIn accordance with BS8110

Design will be done forPu1 402 kN 277 kN Strap beam and F1 onlyPu2 763.5 kN 527 kN

S 3.9 m 1.92 mL1 2.1 m 402 763.5SBC 110 kN/m2 98 kN/m2

0.75 m 0.75 mx 0.3 m 498 kN

L2 1.80 m 668 kNB2 1.80 m 3.85 m2

1.84 mB1 2.50 m 5.25 m2

>>> Net upward pressure for F1/ F2 0.3 0.75 3.15Net Q1 = 237.0 kN/m Per total B1 498 668Net Q2 = 371.0 kN/m Per total B2Design fcu 30 fy 420 cover = 50 mm

Strap Beam DesignH 600 mmb = 300 mmMu = 201.0 kN.mk = 0.074 237 371z= 500 mm 1.40 0.40 1.2 0.9 0.9As req = 1099 4 20As min= 360 2 16 429.6Footing F1 Design 71.1 95.7Columns 0.2 0.4

L B -330.92.1 2.50 300 -333.9

Net Q1 = 95 -220.4 -201.0Mu = 43 kN.mk = 0.025 -86.1z= 228 mm Both wayAs req = 513 5 12 10.7As min= 390 12 200 Note:SF/BM diagrams are not to scale 150.3

Calculation for moment & Shear

M1 10.7 V1 71.1

M2 -220.3 V2 -330.9

M3 -201.0 V3 95.7

M4 -86.1 V4 429.6

M5 150.3 V5 -333.9

M6 0.0 V6 0.0

h filling

D mm

kN/m2

Pu1 Pu2

R1=

Pu1 Pu2

R2=

S

B1

f

f

@

F1 F2

x

Top Bott f

Pw1=Pw2=

qall =

L1= Recommende

d

ex=R1R2Areq B= Aprov

footing SLABIn accordance with BS8110

Design fcu 35 fy 460 cover = 50 mmColumns 0.25 0.25

L B2 2.30 300

Net Q1 = 184Mu = 77 kN.mk = 0.038z= 228 mm Both wayAs req = 844 8 12As min= 390 12 125

D mm

kN/m2

Footing Beam DesignInput Data Results

Mu 1376 KN.m Singly Reinforced Beamb 700 mm Shearh 900 mm 8 200

35 Defl460 OK

Span 5.8 m SteelVu 888 KN 12 25 d ' 50 mm

12 25 As'k = = 0.078

z = 769 mm z must be < 0.95 d z = 769 mm OK

z = d [ 0.5 + ( 0.25- K/9 ]Tension Steel Compression Steel

d = 850 mm 4472 0K ' = 0.156 10 25 0 250.95 d = 807.5 mm 4909 0

Or Enter As 12 25 12 255890 5890

As = Single As = + Double

Input For shear301.6

8 mmLegs 6

v < 0.8 fcu 4.73v < 5

v = = 1.492 OK = 0.47 >1 , Use 1.0

= 0.82 <3, Use 0.82

0.66 0.5 vc < v < vc+ or vc+.4<v<0.8 fcu

Sv = 208 mm

Results >>>>>>>>>> Provide Stirrups 8 200 mm Finish

DEFELCTION CONTROL: Beam condition (Cantilever,Simply,Continous) ( 7 , 20 , 26 )

Basic def 23 Span = 5.8

fs = 218.27 5890fs = 1.15 <= 2 5890

1.25 <= 1.5 1.15Allowable deflect 32.9 1.25

fcu N/mm2

fy N/mm2

As req.= mm2 As' req.= mm2

Asprov= mm2 As'prov= mm2

Asprov= mm2 As'prov= mm2

Asv = mm2

Links f

N/mm2

N/mm2

N/mm2

v c= 0.79 [ ] . [ ] . [ ] .

v c= N/mm2

Allowable defelction=Basic .MFtension . MFcompresion

As prov =MF tension As'prov =MF compr MFtension =

MF compr = MFcompr =

Mubd2 fcu

Mu0.87 fy. z

K' fcu b d2

0.87 fy. z(K-K') fcu b d2

0.87 fy. (d-d')

f f

d'

d h

As

As'

Vubd

100Asbvd

400d

fcu

251gm

13

14

13

100As

bvd

400d

@

@f

f f

5 fy As req

8 As prov

100As'prov

bd 100As'prov

bd1 + / ( 3+ )

ff

Actual deflection 6.8 OK100As'prov

bd 100As'prov

bd1 + / ( 3+ )