Advanced Footings
37
COMBINED FOOTING SBC 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 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 X = = 0.42 >> L = 1.18 Less than 0 R = -0.98 25 17 25 1.8 45 kN/m 124 20 1.18 3.0 -0.98 45.00 24.1 32 71 Design 35 Columns 0.2 Design of Combined Bottom Steel Mu = 32 k = 0.003 z= 418 188 11 12 Top Steel Mu = 24 k = 0.002 z= 418 57 11 12 Max Shear kN/m 2 Pu1 Pu2 - gs hplinth Area req = m 2 m 2 Depth mm (3) Draw SF & BM diagram for ultimate loads with upward kN/m 2 kN/m 2 qu = Qnet . B = Mu top Mu Bott V max As req = As req = s1 L 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 -40 0 40 80 0 53.25 -70.75 64.25 44.25 0 Pu2 . S1 Pu total (Pu1 + Pu2) 1.45 kN q all = m (Pw . 1.1) qall kN kN fcu = fy = Asmin f Asmin f Asmin m m m
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Transcript of Advanced Footings
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+ )
