Advanced Footings excel
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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+ )