advanced footings excel
DESCRIPTION
strap footing designTRANSCRIPT
![Page 1: Advanced Footings excel](https://reader031.vdocuments.net/reader031/viewer/2022012406/5695d22c1a28ab9b029962db/html5/thumbnails/1.jpg)
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
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0 1 2 3 4 5
-40
-30
-20
-10
0
10
20
30
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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
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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
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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
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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
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0 0.5 1 1.5 2 2.5 3 3.5 4 4.5
-1000
-500
0
500
1000
1500
2000
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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
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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
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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
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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
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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
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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
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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
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0 2 4 6 8 10 12 14 16
-320
0
320
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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
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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
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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
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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
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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
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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
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0.80.91
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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
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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
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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
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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
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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
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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
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13.64 -1213.82 -314.00 0
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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
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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
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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
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Actual deflection 6.8 OK100As'prov
bd 100As'prov
bd1 + / ( 3+ )
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