COMBINED FOOTING

SBC 75 124 20Plinth 1 m

124 kN 1.18 3.00 -0.98

20 kN

S1 3.0 m 3.20 m(1) Estimate size of footing

75 59

Select:P w = = 99

= 1.85 Area prov 5.8

L 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 35 460

Columns 0.2 0.6

Design of Combined footing

Bottom Steel

Mu = 32 kN.m

k = 0.003 >>

z= 418 mm

188 1170

11 12 164

Top Steel

Mu = 24 kN.m

k = 0.002 >>

z= 418 mm

57 1170

11 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 70.75

v3 4.18 64.25 64.25

v4 4.18 44.25 44.25v5 3.20 0 0

0 0.00.05 0.06 -0.1

0.1 0.12 -0.3

0.15 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 -11.3

0.65 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 -28.4

3.2 1 1.18 -31.5

B 0.01 1.21 -29.4

1.80 0.02 1.24 -27.3

0.03 1.27 -25.3

500 0.04 1.30 -23.3

0.05 1.33 -21.4

0.06 1.36 -19.5

0.07 1.39 -17.6

0.08 1.42 -15.8

0.09 1.45 -14.0

0.1 1.48 -12.3

0.11 1.51 -10.6

0.12 1.54 -9.0

0.13 1.57 -7.3

0.14 1.60 -5.8

0.15 1.63 -4.2

0.16 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 cloumns

SBC 701.05 m

721 kN

2085 kN 721 2085 720

720 kN

S1 1.0 m 0.88 0.99 1.61 0.52

S2 1.6 m

70 53.2 4 m(1) Estimate size of footing

2432 kN

50.3 52Select: L B

4 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 = 68

47

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

-455.1375

0

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 0

L 0.1 0.09 -3

L+s*..05 0.2 0.18 -14

L+s*..06 0.3 0.27 -31

L+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 -348

0.06 0.94 -3490.07 0.95 -3500.08 0.96 -352

0.09 0.97 -353

0.1 0.98 -354

0.11 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 -366

0.18 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 -407

0.33 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 930.6475

v4 1.87 -1154.353 1154.353

v5 3.48 264.8625 264.8625

v6 3.48 -455.1375 455.1375v0 4.00 0 0

Distance Mu0 0

0.88 -344.2

0.817924 -342.31.87 -833.5

3.18321 -77.73.48 -117.5

4 0

Strip Footing Design - 4 cloumnsSBC 130

1 m

479 kN

755 kN

668 kN 479 755 668 678

678 m

S1 3.8 m 0.99 3.80 3.72 3.70 1.79

S2 3.7 m

S3 3.7 14.00 m

130 114

(1) Estimate size of footing

1779 kN

17.2 18.2Select: 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 = 142

142 1.3 184 kN/m 98

479 755 668 678

0.99 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 0.1

v2 0.99 -296.1086 296.1086 0.2

v3 4.79 404.1771 404.1771 0.3

v4 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 0.7

v8 12.21 -329.4229 329.4229 0.8v9 14.00 0 0 0.9

1

0.010.020.030.04

0.050.060.070.08

0.09

0.10.110.120.130.140.150.160.17

0.18

0.190.2

0.210.220.230.240.250.260.270.280.29

0.30.310.32

0.330.340.350.360.37

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 0.00

0.10 -0.91

0.20 -3.63

0.30 -8.17

0.40 -14.520.50 -22.690.60 -32.670.69 -44.47

0.79 -58.080.89 -73.51

0.99 -90.75

1.03 -801.07 -691.11 -581.14 -48

1.18 -381.22 -281.26 -191.30 -9

1.33 0

1.37 81.41 171.45 251.49 331.52 411.56 481.60 551.64 62

1.68 69

1.71 751.75 81

1.79 871.83 921.87 981.90 1031.94 1071.98 1122.02 1162.06 1202.09 124

2.13 1272.17 1302.21 133

2.25 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 for

Pu1 402 kN 277 kN Strap beam and F1 only

Pu2 763.5 kN 527 kN

S 3.9 m 1.92 m

L1 2.1 m 402 763.5

SBC 110 kN/m2 98 kN/m2

0.75 m 0.75 m

x 0.3 m 498 kN

L2 1.80 m 668 kN

B2 1.80 m 3.85 m2

1.84 m

B1 2.50 m 5.25 m2

>>>

Net upward pressure for F1/ F2 0.3 0.75 3.15

Net Q1 = 237.0 kN/m Per total B1 498 668

Net Q2 = 371.0 kN/m Per total B2

Design fcu 30 fy 420 cover = 50 mm

Strap Beam Design

H 600 mm

b = 300 mm

Mu = 201.0 kN.m

k = 0.074 237 371

z= 500 mm 1.40 0.40 1.2 0.9 0.9

As req = 1099 4 20

As min= 360 2 16 429.6

Footing F1 Design 71.1 95.7

Columns 0.2 0.4

L B -330.9

2.1 2.50 300 -333.9

Net Q1 = 95 -220.4 -201.0

Mu = 43 kN.m

k = 0.025 -86.1

z= 228 mm Both way

As req = 513 5 12 10.7

As 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=

Recommended

ex=R1R2Areq B= Aprov

footing SLABIn accordance with BS8110

Design fcu 35 fy 460 cover = 50 mm

Columns 0.25 0.25

L B

2 2.30 300

Net Q1 = 184

Mu = 77 kN.m

k = 0.038

z= 228 mm Both way

As req = 844 8 12

As 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 25

0.95 d = 807.5 mm 4909 0Or Enter As 12 25 12 25

5890 5890

As = Single As = + Double

Input For shear

301.68 mm

Legs 6

v < 0.8 fcu 4.73

v < 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 5890

fs = 1.15 <= 2 5890

1.25 <= 1.5 1.15

Allowable 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+ )