HYDRAULIC CACULATION.xls
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Transcript of HYDRAULIC CACULATION.xls
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HYDRAULIC CALCULATION
Proposed Bridge site at 325m d/s
CH IN M. GL LENGTH AREA
(D) (X) (Y) A=DxY1 2 3 4 5 6 7 8 9
Pavero side-50 99.450 99.450 0.000 0.000 0.000 0 0.000 0.000
-45 99.450 99.100 0.350 0.175 0.350 5 0.875 5.012
-40 99.450 98.875 0.575 0.463 0.225 5 2.313 5.005
-35 99.450 98.430 1.020 0.798 0.445 5 3.988 5.020
-30 99.450 98.550 0.900 0.960 0.120 5 4.800 5.001
-25 99.450 98.240 1.210 1.055 0.310 5 5.275 5.010
-20 99.450 98.225 1.225 1.218 0.015 5 6.088 5.000
-15 99.450 97.195 2.255 1.740 1.030 5 8.700 5.105
-10 99.450 96.900 2.550 2.403 0.295 5 12.013 5.009
-5 99.450 96.675 2.775 2.663 0.225 5 13.313 5.005
0 99.450 96.525 2.925 2.850 0.150 5 14.250 5.002
5 99.450 96.655 2.795 2.860 0.130 5 14.300 5.002
10 99.450 96.750 2.700 2.748 0.095 5 13.738 5.001
15 99.450 96.840 2.610 2.655 0.090 5 13.275 5.001
20 99.450 96.835 2.615 2.613 0.005 5 13.063 5.000
25 99.450 97.240 2.210 2.413 0.405 5 12.063 5.016
30 99.450 97.535 1.915 2.063 0.295 5 10.313 5.009
35 99.450 97.890 1.560 1.738 0.355 5 8.688 5.013
40 99.450 98.110 1.340 1.450 0.220 5 7.250 5.005
45 99.450 98.340 1.110 1.225 0.230 5 6.125 5.005
50 99.450 98.365 1.085 1.098 0.025 5 5.488 5.000
55 99.450 98.380 1.070 1.078 0.015 5 5.388 5.000
60 99.450 98.415 1.035 1.053 0.035 5 5.263 5.000
65 99.450 98.475 0.975 1.005 0.060 5 5.025 5.000
70 99.450 98.760 0.690 0.833 0.285 5 4.163 5.008
80 99.450 99.165 0.285 0.487 0.405 10 4.875 10.008
90 99.450 99.225 0.225 0.255 0.060 10 2.550 10.000
100 99.450 99.450 0.000 0.113 0.225 10 1.125 10.003
Calculation of wetted perimetre and area under HFL of choraha nalla on pairo-Ghoghopuri Road
H.F.L. IN M.
DEPTH OF
WATERAV.
DEPTHDIFF. IN
BED LEVEL
PERIMETER IN M.
P= /(X+Y)
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Ghoghopuri side
TOTAL 204.300 150.240
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Hydraulic mean depth(R)= A/P = 1.36 M
V = (R)/x(S) 0.970 M/sec.n
V = 0.970 M/sec
R = The hydraulic mean depth (A/P) 1.36 M
S =
= 0.001
n = The rugosity coefficient 0.04
Q = A x V 198.243 Cumec
Q = Discharge in Cumec 198.243 CumecA = Cross sectional area in Sqm. 204.300 Sqm
V = 0.970 M/sec.
The velocity in M per sec. considered uniform throughout the cross section
The energy slope which may be taken equal to the bed slope measured over a reasonable long reach
The velocity in M per sec. considered uniform throughout the cross section
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HYDRAULIC CALCULATION
CH IN M. GL LENGTH AREA
(D) (X) (Y) A=DxY1 2 3 4 5 6 7 8 9
Raipur side
390 100.500 100.500 0.000 0.000 0.000 0 0.000 0.000
375 100.500 100.475 0.025 0.013 0.025 15 0.188 15.000
360 100.500 100.320 0.180 0.103 0.155 15 1.538 15.001
345 100.500 100.120 0.380 0.280 0.200 15 4.200 15.001
330 100.500 100.000 0.500 0.440 0.120 15 6.600 15.000
315 100.500 98.820 1.680 1.090 1.180 15 16.350 15.046
300 100.500 99.050 1.450 1.565 0.230 15 23.475 15.002
285 100.500 98.780 1.720 1.585 0.270 15 23.775 15.002
270 100.500 98.700 1.800 1.760 0.080 15 26.400 15.000
255 100.500 98.860 1.640 1.720 0.160 15 25.800 15.001
240 100.500 98.780 1.720 1.680 0.080 15 25.200 15.000
225 100.500 98.960 1.540 1.630 0.180 15 24.450 15.001
210 100.500 98.780 1.720 1.630 0.180 15 24.450 15.001
195 100.500 98.930 1.570 1.645 0.150 15 24.675 15.001
180 100.500 98.740 1.760 1.665 0.190 15 24.975 15.001
165 100.500 98.840 1.660 1.710 0.100 15 25.650 15.000
150 100.500 99.070 1.430 1.545 0.230 15 23.175 15.002
135 100.500 98.800 1.700 1.565 0.270 15 23.475 15.002
120 100.500 98.720 1.780 1.740 0.080 15 26.100 15.000
105 100.500 98.930 1.570 1.675 0.210 15 25.125 15.001
90 100.500 98.750 1.750 1.660 0.180 15 24.900 15.001
75 100.500 99.000 1.500 1.625 0.250 15 24.375 15.002
60 100.500 98.160 2.340 1.920 0.840 15 28.800 15.024
45 100.500 98.140 2.360 2.350 0.020 15 35.250 15.000
30 100.500 97.400 3.100 2.730 0.740 15 40.950 15.018
15 100.500 98.050 2.450 2.775 0.650 15 41.625 15.014
0 100.500 98.200 2.300 2.375 0.150 15 35.625 15.001
Calculation of wetted perimetre and area under HFL of Kolhan nalla in Km 22/8 at RAIPUR- BALODABAZAR Road
Proposed Bridge site
H.F.L. IN M.
DEPTH OF
WATERAV.
DEPTHDIFF. IN
BED LEVEL
PERIMETER IN M.
P= /(X+Y)
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15 100.500 98.190 2.310 2.305 0.010 15 34.575 15.000
30 100.500 98.520 1.980 2.145 0.330 15 32.175 15.004
45 100.500 98.720 1.780 1.880 0.200 15 28.200 15.001
60 100.500 98.280 2.220 2.000 0.440 15 30.000 15.006
75 100.500 97.990 2.510 2.365 0.290 15 35.475 15.003
90 100.500 96.680 3.820 3.165 1.310 15 47.475 15.057
105 100.500 94.500 6.000 4.910 2.180 15 73.650 15.158
120 100.500 93.780 6.720 6.360 0.720 15 95.400 15.017
135 100.500 96.040 4.460 5.590 2.260 15 83.850 15.169
150 100.500 98.250 2.250 3.355 2.210 15 50.325 15.162
165 100.500 98.300 2.200 2.225 0.050 15 33.375 15.000
180 100.500 98.530 1.970 2.085 0.230 15 31.275 15.002
195 100.500 98.740 1.760 1.865 0.210 15 27.975 15.001
210 100.500 98.430 2.070 1.915 0.310 15 28.725 15.003
225 100.500 98.520 1.980 2.025 0.090 15 30.375 15.000
240 100.500 98.770 1.730 1.855 0.250 15 27.825 15.002
255 100.500 98.860 1.640 1.685 0.090 15 25.275 15.000
270 100.500 99.300 1.200 1.420 0.440 15 21.300 15.006
285 100.500 99.220 1.280 1.240 0.080 15 18.600 15.000
295 100.500 100.140 0.360 0.820 0.920 15 12.300 15.028
310 100.500 100.230 0.270 0.315 0.090 15 4.725 15.000
325 100.500 100.190 0.310 0.290 0.040 15 4.350 15.000
340 100.500 100.170 0.330 0.320 0.020 15 4.800 15.000
355 100.500 100.130 0.370 0.350 0.040 15 5.250 15.000
370 100.500 100.220 0.280 0.325 0.090 15 4.875 15.000
385 100.500 100.500 0.000 0.140 0.280 15 2.100 15.003
Baloda bazar side
TOTAL 1401.375 780.749
Hydraulic mean depth(R)= A/P = 1.79 M
V = (R)/x(S) 2.002 M/sec.n
V = 2.002 M/sec
R = The hydraulic mean depth (A/P) 1.79 M
S =
The velocity in M per sec. considered uniform throughout the cross section
The energy slope which may be taken equal to the bed slope measured over a reasonable long reach
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= 0.002
n = The rugosity coefficient 0.033
Q = A x V 2804.900 Cumec
Q = Discharge in Cumec 2804.900 CumecA = Cross sectional area in Sqm. 1401.375 Sqm
V = 2.00 M/sec.
HYDRAULIC CALCULATION
CH IN M. GL LENGTH AREA
(D) (X) (Y) A=DxY1 2 3 4 5 6 7 8 9
Sankara side0 100.650 100.650 0.000 0.000 0.000 0 0.000 0.000
15 100.650 100.040 0.610 0.305 0.610 15 4.575 15.012
30 100.650 98.880 1.770 1.190 1.160 15 17.850 15.045
45 100.650 99.190 1.460 1.615 0.310 15 24.225 15.003
60 100.650 99.170 1.480 1.470 0.020 15 22.050 15.000
The velocity in M per sec. considered uniform throughout the cross section
Calculation of wetted perimetre and area under HFL of Chhokra nalla in Km at SANKRA - BAHESAR Road
Proposed Bridge site
H.F.L. IN M.
DEPTH OF
WATERAV.
DEPTHDIFF. IN
BED LEVEL
PERIMETER IN M.
P= /(X+Y)
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75 100.650 99.050 1.600 1.540 0.120 15 23.100 15.000
90 100.650 98.640 2.010 1.805 0.410 15 27.075 15.006
105 100.650 98.200 2.450 2.230 0.440 15 33.450 15.006
120 100.650 97.990 2.660 2.555 0.210 15 38.325 15.001
135 100.650 97.880 2.770 2.715 0.110 15 40.725 15.000
150 100.650 98.210 2.440 2.605 0.330 15 39.075 15.004
165 100.650 97.150 3.500 2.970 1.060 15 44.550 15.037
170 100.650 95.405 5.245 4.373 1.745 5 21.863 5.296
175 100.650 94.780 5.870 5.558 0.625 5 27.788 5.039
180 100.650 94.790 5.860 5.865 0.010 5 29.325 5.000
185 100.650 95.200 5.450 5.655 0.410 5 28.275 5.017
190 100.650 96.260 4.390 4.920 1.060 5 24.600 5.111
205 100.650 97.200 3.450 3.920 0.940 15 58.800 15.029
220 100.650 96.340 4.310 3.880 0.860 15 58.200 15.025
235 100.650 97.600 3.050 3.680 1.260 15 55.200 15.053
250 100.650 98.270 2.380 2.715 0.670 15 40.725 15.015
265 100.650 98.700 1.950 2.165 0.430 15 32.475 15.006
280 100.650 99.050 1.600 1.775 0.350 15 26.625 15.004
295 100.650 99.020 1.630 1.615 0.030 15 24.225 15.000
310 100.650 99.130 1.520 1.575 0.110 15 23.625 15.000
325 100.650 99.970 0.680 1.100 0.840 15 16.500 15.024
340 100.650 99.250 1.400 1.040 0.720 15 15.600 15.017
355 100.650 99.020 1.630 1.515 0.230 15 22.725 15.002
370 100.650 99.270 1.380 1.505 0.250 15 22.575 15.002
385 100.650 99.380 1.270 1.325 0.110 15 19.875 15.000
400 100.650 99.410 1.240 1.255 0.030 15 18.825 15.000
415 100.650 99.710 0.940 1.090 0.300 15 16.350 15.003
430 100.650 99.450 1.200 1.070 0.260 15 16.050 15.002
445 100.650 99.650 1.000 1.100 0.200 15 16.500 15.001
455 100.650 99.900 0.750 0.875 0.250 10 8.750 10.003
470 100.650 100.650 0.000 0.375 0.750 15 5.625 15.019
Bahesar side
TOTAL 946.100 470.784Hydraulic mean depth(R)= A/P = 2.01 M
V = (R)/x(S) 1.930 M/sec.n
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V = 1.930 M/sec
R = The hydraulic mean depth (A/P) 2.01 M
S =
= 0.0018
n = The rugosity coefficient 0.035
Q = A x V 1826.341 CumecQ = Discharge in Cumec 1826.341 CumecA = Cross sectional area in Sqm. 946.100 Sqm
V = 1.930 M/sec.
HYDRAULIC CALCULATION
CH IN M. GL LENGTH AREA
(D) (X) (Y) A=DxY1 2 3 4 5 6 7 8 9
Sankara side0 100.650 100.650 0.000 0.000 0.000 0 0.000 0.000
15 100.650 100.040 0.610 0.305 0.610 15 4.575 15.012
30 100.650 99.880 0.770 0.690 0.160 15 10.350 15.001
45 100.650 99.190 1.460 1.115 0.690 15 16.725 15.016
60 100.650 99.170 1.480 1.470 0.020 15 22.050 15.000
75 100.650 99.050 1.600 1.540 0.120 15 23.100 15.000
90 100.650 98.640 2.010 1.805 0.410 15 27.075 15.006
105 100.650 98.300 2.350 2.180 0.340 15 32.700 15.004
120 100.650 98.100 2.550 2.450 0.200 15 36.750 15.001
135 100.650 97.880 2.770 2.660 0.220 15 39.900 15.002
150 100.650 98.210 2.440 2.605 0.330 15 39.075 15.004
165 100.650 97.150 3.500 2.970 1.060 15 44.550 15.037
170 100.650 95.405 5.245 4.373 1.745 5 21.863 5.296
175 100.650 94.780 5.870 5.558 0.625 5 27.788 5.039
The velocity in M per sec. considered uniform throughout the cross section
The energy slope which may be taken equal to the bed slope measured over a reasonable long reach
The velocity in M per sec. considered uniform throughout the cross section
Calculation of wetted perimetre and area under HFL of Chhokra nalla in Km at SANKRA - BAHESAR Road
Proposed Bridge site
H.F.L. IN M.
DEPTH OF
WATERAV.
DEPTHDIFF. IN
BED LEVEL
PERIMETER IN M.
P= /(X+Y)
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180 100.650 94.790 5.860 5.865 0.010 5 29.325 5.000
185 100.650 95.200 5.450 5.655 0.410 5 28.275 5.017
190 100.650 96.260 4.390 4.920 1.060 5 24.600 5.111
205 100.650 97.200 3.450 3.920 0.940 15 58.800 15.029
220 100.650 97.350 3.300 3.375 0.150 15 50.625 15.001
235 100.650 97.600 3.050 3.175 0.250 15 47.625 15.002
250 100.650 98.270 2.380 2.715 0.670 15 40.725 15.015
265 100.650 98.700 1.950 2.165 0.430 15 32.475 15.006
280 100.650 99.050 1.600 1.775 0.350 15 26.625 15.004
295 100.650 99.300 1.350 1.475 0.250 15 22.125 15.002
310 100.650 99.430 1.220 1.285 0.130 15 19.275 15.001
325 100.650 99.970 0.680 0.950 0.540 15 14.250 15.010
340 100.650 99.850 0.800 0.740 0.120 15 11.100 15.000
355 100.650 99.860 0.790 0.795 0.010 15 11.925 15.000
370 100.650 99.890 0.760 0.775 0.030 15 11.625 15.000
385 100.650 99.980 0.670 0.715 0.090 15 10.725 15.000
400 100.650 99.910 0.740 0.705 0.070 15 10.575 15.000
415 100.650 99.710 0.940 0.840 0.200 15 12.600 15.001
430 100.650 99.650 1.000 0.970 0.060 15 14.550 15.000
445 100.650 99.750 0.900 0.950 0.100 15 14.250 15.000
455 100.650 99.900 0.750 0.825 0.150 10 8.250 10.001
470 100.650 100.650 0.000 0.375 0.750 15 5.625 15.019
Bahesar side
TOTAL 852.450 470.638Hydraulic mean depth(R)= A/P = 1.81 M
V = (R)/x(S) 1.576 M/sec.n
V = 1.576 M/sec
R = The hydraulic mean depth (A/P) 1.81 M
S =
= 0.0018
n = The rugosity coefficient 0.04
Q = A x V 1343.486 CumecQ = Discharge in Cumec 1343.486 CumecA = Cross sectional area in Sqm. 852.450 Sqm
V = 1.576 M/sec.
The velocity in M per sec. considered uniform throughout the cross section
The energy slope which may be taken equal to the bed slope measured over a reasonable long reach
The velocity in M per sec. considered uniform throughout the cross section
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HYDRAULIC CALCULATION
CH IN M. GL LENGTH AREA
(D) (X) (Y) A=DxY1 2 3 4 5 6 7 8 9
Raipur side30 104.16 104.160 0.000 0.000 0.000 0 0.000 0.00015 104.16 103.400 0.760 0.380 0.760 10 3.800 10.0290 104.16 102.170 1.990 1.375 1.230 15 20.625 15.050
15 104.16 100.330 3.830 2.910 1.840 15 43.650 15.11230 104.16 99.550 4.610 4.220 0.780 15 63.300 15.02045 104.16 98.650 5.510 5.060 0.900 15 75.900 15.02760 104.16 99.750 4.410 4.960 1.100 15 74.400 15.04075 104.16 100.480 3.680 4.045 0.730 15 60.675 15.01890 104.16 100.770 3.390 3.535 0.290 15 53.025 15.003105 104.16 101.780 2.380 2.885 1.010 15 43.275 15.034120 104.16 101.870 2.290 2.335 0.090 15 35.025 15.000135 104.16 101.440 2.720 2.505 0.430 15 37.575 15.006150 104.16 99.250 4.910 3.815 2.190 15 57.225 15.159165 104.16 95.950 8.210 6.560 3.300 15 98.400 15.359180 104.16 95.215 8.945 8.578 0.735 15 128.663 15.018195 104.16 94.230 9.930 9.438 0.985 15 141.563 15.032210 104.16 92.350 11.810 10.870 1.880 15 163.050 15.117225 104.16 92.650 11.510 11.660 0.300 15 174.900 15.003240 104.16 92.850 11.310 11.410 0.200 15 171.150 15.001255 104.16 93.050 11.110 11.210 0.200 15 168.150 15.001270 104.16 92.710 11.450 11.280 0.340 15 169.200 15.004285 104.16 93.250 10.910 11.180 0.540 15 167.700 15.010300 104.16 93.310 10.850 10.880 0.060 15 163.200 15.000305 104.16 94.130 10.030 10.440 0.820 5 52.200 5.067320 104.16 96.250 7.910 9.380 2.940 15 140.700 15.285335 104.16 97.950 6.210 7.060 1.700 15 105.900 15.096350 104.16 98.730 5.430 5.820 0.780 15 87.300 15.020365 104.16 100.850 3.310 4.370 2.120 15 65.550 15.149380 104.16 100.780 3.380 3.345 0.070 15 50.175 15.000395 104.16 100.880 3.280 3.330 0.100 15 49.950 15.000410 104.16 100.980 3.180 3.230 0.100 15 48.450 15.000425 104.16 101.250 2.910 3.045 0.270 15 45.675 15.002440 104.16 101.425 2.735 2.823 0.175 15 42.338 15.001455 104.16 101.500 2.660 2.698 0.075 15 40.463 15.000470 104.16 101.685 2.475 2.568 0.185 15 38.513 15.001485 104.16 101.910 2.250 2.363 0.225 15 35.438 15.002500 104.16 101.925 2.235 2.243 0.015 15 33.638 15.000515 104.16 101.050 3.110 2.673 0.875 15 40.088 15.025530 104.16 102.210 1.950 2.530 1.160 15 37.950 15.045545 104.16 102.255 1.905 1.928 0.045 15 28.913 15.000560 104.16 102.320 1.840 1.873 0.065 15 28.088 15.000575 104.16 102.220 1.940 1.890 0.100 15 28.350 15.000
Calculation of wetted perimetre and area under HFL of Kharun River at Murethi khudmudi Road
Proposed Bridge site
H.F.L. IN M.
DEPTH OF
WATERAV.
DEPTHDIFF. IN
BED LEVEL
PERIMETER IN M.
P= /(X+Y)
-
590 104.16 102.350 1.810 1.875 0.130 15 28.125 15.001605 104.16 102.420 1.740 1.775 0.070 15 26.625 15.000620 104.16 102.520 1.640 1.690 0.100 15 25.350 15.000635 104.16 102.680 1.480 1.560 0.160 15 23.400 15.001650 104.16 102.780 1.380 1.430 0.100 15 21.450 15.000665 104.16 102.650 1.510 1.445 0.130 15 21.675 15.001680 104.16 102.710 1.450 1.480 0.060 15 22.200 15.000695 104.16 102.750 1.410 1.430 0.040 15 21.450 15.000710 104.16 102.800 1.360 1.385 0.050 15 20.775 15.000725 104.16 102.890 1.270 1.315 0.090 15 19.725 15.000
740 104.16 102.900 1.260 1.265 0.010 16 20.240 16.000
755 104.16 103.050 1.110 1.185 0.150 17 20.145 17.001
770 104.16 103.100 1.060 1.085 0.050 18 19.530 18.000
785 104.16 102.950 1.210 1.135 0.150 19 21.565 19.001
800 104.16 103.150 1.010 1.110 0.200 20 22.200 20.001
815 104.16 103.250 0.910 0.960 0.100 21 20.160 21.000
7830 104.16 103.650 0.510 0.710 0.400 22 15.620 22.004
845 104.16 103.755 0.405 0.457 0.105 23 10.522 23.000
860 104.16 103.650 0.510 0.457 0.105 24 10.980 24.000
875 104.16 103.850 0.310 0.410 0.200 25 10.250 25.001
890 104.16 103.985 0.175 0.243 0.135 26 6.305 26.000
905 104.16 104.000 0.160 0.167 0.015 27 4.522 27.000920 104.16 104.160 0.000 0.080 0.160 28 2.240 28.000
945 3529.180 1037.752Hydraulic mean depth(R)= A/P = 3.40 M
V = (R)/x(S) 3.065 M/sec.n
V = 3.065 M/secR = The hydraulic mean depth (A/P) 3.40 MS =
= 0.002n = The rugosity coefficient 0.033
Q = A x V 10815.875 Cumec
Q = Discharge in Cumec 10815.875 CumecA = Cross sectional area in Sqm. 3529.180 SqmV = 3.065 M/sec.
The velocity in M per sec. considered uniform throughout the cross sectionThe energy slope which may be taken equal to the bed slope measured over a reasonable long reach
The velocity in M per sec. considered uniform throughout the cross section
-
20 99.22
23
x 99.25
25 99.61
x 20.384615385
-
506
-
100.650
99.890
98.730
99.040
99.020
-
98.900
98.490
98.050
97.840
97.730
98.060
97.000
95.255
94.630
94.640
95.050
96.110
97.050
95.740
97.450
98.120
98.550
98.900
98.870
98.980
98.820
98.805
98.870
99.120
99.230
99.260
99.560
99.300
99.500
99.750
-
100.650
99.890
98.730
99.040
99.020
98.900
98.490
98.050
97.840
97.730
98.060
97.000
95.255
94.630
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94.640
95.050
96.110
97.050
95.740
97.450
98.120
98.550
98.900
98.870
98.980
98.820
98.805
98.870
99.120
99.230
99.260
99.560
99.300
99.500
99.750
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HYDRAULIC CALCULATION
Proposed Bridge site at 10m u/s
CH IN M. GL LENGTH AREA
(D) (X) (Y) A=DxY1 2 3 4 5 6 7 8 9
Pavero side-50 99.600 99.600 0.000 0.000 0.000 0 0.000 0.000
-45 99.600 99.435 0.165 0.082 0.165 5 0.412 5.003
-40 99.600 99.225 0.375 0.270 0.210 5 1.350 5.004
-35 99.600 99.010 0.590 0.482 0.215 5 2.412 5.005
-30 99.600 98.715 0.885 0.737 0.295 5 3.687 5.009
-25 99.600 98.550 1.050 0.967 0.165 5 4.837 5.003
-20 99.600 98.335 1.265 1.158 0.215 5 5.788 5.005
-15 99.600 98.210 1.390 1.328 0.125 5 6.638 5.002
-10 99.600 97.500 2.100 1.745 0.710 5 8.725 5.050
-5 99.600 96.940 2.660 2.380 0.560 5 11.900 5.031
0 99.600 97.150 2.450 2.555 0.210 5 12.775 5.004
5 99.600 96.905 2.695 2.573 0.245 5 12.863 5.006
10 99.600 96.885 2.715 2.705 0.020 5 13.525 5.000
15 99.600 96.900 2.700 2.707 0.015 5 13.538 5.000
20 99.600 96.935 2.665 2.682 0.035 5 13.413 5.000
25 99.600 97.455 2.145 2.405 0.520 5 12.025 5.027
30 99.600 97.835 1.765 1.955 0.380 5 9.775 5.014
35 99.600 98.145 1.455 1.610 0.310 5 8.050 5.010
40 99.600 98.260 1.340 1.398 0.115 5 6.987 5.001
45 99.600 98.235 1.365 1.353 0.025 5 6.762 5.000
50 99.600 98.265 1.335 1.350 0.030 5 6.750 5.000
55 99.600 98.305 1.295 1.315 0.040 5 6.575 5.000
60 99.600 98.340 1.260 1.277 0.035 5 6.387 5.000
65 99.600 98.575 1.025 1.143 0.235 5 5.712 5.006
70 99.600 98.885 0.715 0.870 0.310 5 4.350 5.010
80 99.600 99.165 0.435 0.575 0.280 10 5.750 10.004
90 99.600 99.325 0.275 0.355 0.160 10 3.550 10.001
100 99.600 99.540 0.060 0.167 0.215 10 1.675 10.002
110 99.600 99.610 0.010 0.035 0.050 10 0.350 10.000
Calculation of wetted perimetre and area under HFL of choraha nalla on pairo-Ghoghopuri Road
H.F.L. IN M.
DEPTH OF
WATERAV.
DEPTHDIFF. IN
BED LEVEL
PERIMETER IN M.
P= /(X+Y)
-
Ghoghopuri side
TOTAL 196.562 160.197
-
Hydraulic mean depth(R)= A/P = 1.23 M
V = (R)/x(S) 0.906 M/sec.n
V = 0.906 M/sec
R = The hydraulic mean depth (A/P) 1.23 M
S =
= 0.001
n = The rugosity coefficient 0.04
Q = A x V 178.103 Cumec
Q = Discharge in Cumec 178.103 CumecA = Cross sectional area in Sqm. 196.562 Sqm
V = 0.906 M/sec.
The velocity in M per sec. considered uniform throughout the cross section
The energy slope which may be taken equal to the bed slope measured over a reasonable long reach
The velocity in M per sec. considered uniform throughout the cross section
-
HYDRAULIC CALCULATION
CH IN M. GL LENGTH AREA
(D) (X) (Y) A=DxY1 2 3 4 5 6 7 8 9
Raipur side
390 100.500 100.500 0.000 0.000 0.000 0 0.000 0.000
375 100.500 100.475 0.025 0.013 0.025 15 0.188 15.000
360 100.500 100.320 0.180 0.103 0.155 15 1.538 15.001
345 100.500 100.120 0.380 0.280 0.200 15 4.200 15.001
330 100.500 100.000 0.500 0.440 0.120 15 6.600 15.000
315 100.500 98.820 1.680 1.090 1.180 15 16.350 15.046
300 100.500 99.050 1.450 1.565 0.230 15 23.475 15.002
285 100.500 98.780 1.720 1.585 0.270 15 23.775 15.002
270 100.500 98.700 1.800 1.760 0.080 15 26.400 15.000
255 100.500 98.860 1.640 1.720 0.160 15 25.800 15.001
240 100.500 98.780 1.720 1.680 0.080 15 25.200 15.000
225 100.500 98.960 1.540 1.630 0.180 15 24.450 15.001
210 100.500 98.780 1.720 1.630 0.180 15 24.450 15.001
195 100.500 98.930 1.570 1.645 0.150 15 24.675 15.001
180 100.500 98.740 1.760 1.665 0.190 15 24.975 15.001
165 100.500 98.840 1.660 1.710 0.100 15 25.650 15.000
150 100.500 99.070 1.430 1.545 0.230 15 23.175 15.002
135 100.500 98.800 1.700 1.565 0.270 15 23.475 15.002
120 100.500 98.720 1.780 1.740 0.080 15 26.100 15.000
105 100.500 98.930 1.570 1.675 0.210 15 25.125 15.001
90 100.500 98.750 1.750 1.660 0.180 15 24.900 15.001
75 100.500 99.000 1.500 1.625 0.250 15 24.375 15.002
60 100.500 98.160 2.340 1.920 0.840 15 28.800 15.024
45 100.500 98.140 2.360 2.350 0.020 15 35.250 15.000
30 100.500 97.400 3.100 2.730 0.740 15 40.950 15.018
15 100.500 98.050 2.450 2.775 0.650 15 41.625 15.014
0 100.500 98.200 2.300 2.375 0.150 15 35.625 15.001
15 100.500 98.190 2.310 2.305 0.010 15 34.575 15.000
Calculation of wetted perimetre and area under HFL of Kolhan nalla in Km 22/8 at RAIPUR- BALODABAZAR Road
Proposed Bridge site
H.F.L. IN M.
DEPTH OF
WATERAV.
DEPTHDIFF. IN
BED LEVEL
PERIMETER IN M.
P= /(X+Y)
-
30 100.500 98.520 1.980 2.145 0.330 15 32.175 15.004
45 100.500 98.720 1.780 1.880 0.200 15 28.200 15.001
60 100.500 98.280 2.220 2.000 0.440 15 30.000 15.006
75 100.500 97.990 2.510 2.365 0.290 15 35.475 15.003
90 100.500 96.680 3.820 3.165 1.310 15 47.475 15.057
105 100.500 94.500 6.000 4.910 2.180 15 73.650 15.158
120 100.500 93.780 6.720 6.360 0.720 15 95.400 15.017
135 100.500 96.040 4.460 5.590 2.260 15 83.850 15.169
150 100.500 98.250 2.250 3.355 2.210 15 50.325 15.162
165 100.500 98.300 2.200 2.225 0.050 15 33.375 15.000
180 100.500 98.530 1.970 2.085 0.230 15 31.275 15.002
195 100.500 98.740 1.760 1.865 0.210 15 27.975 15.001
210 100.500 98.430 2.070 1.915 0.310 15 28.725 15.003
225 100.500 98.520 1.980 2.025 0.090 15 30.375 15.000
240 100.500 98.770 1.730 1.855 0.250 15 27.825 15.002
255 100.500 98.860 1.640 1.685 0.090 15 25.275 15.000
270 100.500 99.300 1.200 1.420 0.440 15 21.300 15.006
285 100.500 99.220 1.280 1.240 0.080 15 18.600 15.000
295 100.500 100.140 0.360 0.820 0.920 15 12.300 15.028
310 100.500 100.230 0.270 0.315 0.090 15 4.725 15.000
325 100.500 100.190 0.310 0.290 0.040 15 4.350 15.000
340 100.500 100.170 0.330 0.320 0.020 15 4.800 15.000
355 100.500 100.130 0.370 0.350 0.040 15 5.250 15.000
370 100.500 100.220 0.280 0.325 0.090 15 4.875 15.000
385 100.500 100.500 0.000 0.140 0.280 15 2.100 15.003
Baloda bazar side
TOTAL 1401.375 780.749
Hydraulic mean depth(R)= A/P = 1.79 M
V = (R)/x(S) 2.002 M/sec.n
V = 2.002 M/sec
R = The hydraulic mean depth (A/P) 1.79 M
S =
= 0.002
n = The rugosity coefficient 0.033
The velocity in M per sec. considered uniform throughout the cross section
The energy slope which may be taken equal to the bed slope measured over a reasonable long reach
-
Q = A x V 2804.900 Cumec
Q = Discharge in Cumec 2804.900 CumecA = Cross sectional area in Sqm. 1401.375 Sqm
V = 2.00 M/sec.
HYDRAULIC CALCULATION
CH IN M. GL LENGTH AREA
(D) (X) (Y) A=DxY1 2 3 4 5 6 7 8 9
Sankara side0 100.650 100.650 0.000 0.000 0.000 0 0.000 0.000
15 100.650 100.040 0.610 0.305 0.610 15 4.575 15.012
30 100.650 98.880 1.770 1.190 1.160 15 17.850 15.045
45 100.650 99.190 1.460 1.615 0.310 15 24.225 15.003
60 100.650 99.170 1.480 1.470 0.020 15 22.050 15.000
75 100.650 99.050 1.600 1.540 0.120 15 23.100 15.000
90 100.650 98.640 2.010 1.805 0.410 15 27.075 15.006
105 100.650 98.200 2.450 2.230 0.440 15 33.450 15.006
The velocity in M per sec. considered uniform throughout the cross section
Calculation of wetted perimetre and area under HFL of Chhokra nalla in Km at SANKRA - BAHESAR Road
Proposed Bridge site
H.F.L. IN M.
DEPTH OF
WATERAV.
DEPTHDIFF. IN
BED LEVEL
PERIMETER IN M.
P= /(X+Y)
-
120 100.650 97.990 2.660 2.555 0.210 15 38.325 15.001
135 100.650 97.880 2.770 2.715 0.110 15 40.725 15.000
150 100.650 98.210 2.440 2.605 0.330 15 39.075 15.004
165 100.650 97.150 3.500 2.970 1.060 15 44.550 15.037
170 100.650 95.405 5.245 4.373 1.745 5 21.863 5.296
175 100.650 94.780 5.870 5.558 0.625 5 27.788 5.039
180 100.650 94.790 5.860 5.865 0.010 5 29.325 5.000
185 100.650 95.200 5.450 5.655 0.410 5 28.275 5.017
190 100.650 96.260 4.390 4.920 1.060 5 24.600 5.111
205 100.650 97.200 3.450 3.920 0.940 15 58.800 15.029
220 100.650 96.340 4.310 3.880 0.860 15 58.200 15.025
235 100.650 97.600 3.050 3.680 1.260 15 55.200 15.053
250 100.650 98.270 2.380 2.715 0.670 15 40.725 15.015
265 100.650 98.700 1.950 2.165 0.430 15 32.475 15.006
280 100.650 99.050 1.600 1.775 0.350 15 26.625 15.004
295 100.650 99.020 1.630 1.615 0.030 15 24.225 15.000
310 100.650 99.130 1.520 1.575 0.110 15 23.625 15.000
325 100.650 99.970 0.680 1.100 0.840 15 16.500 15.024
340 100.650 99.250 1.400 1.040 0.720 15 15.600 15.017
355 100.650 99.020 1.630 1.515 0.230 15 22.725 15.002
370 100.650 99.270 1.380 1.505 0.250 15 22.575 15.002
385 100.650 99.380 1.270 1.325 0.110 15 19.875 15.000
400 100.650 99.410 1.240 1.255 0.030 15 18.825 15.000
415 100.650 99.710 0.940 1.090 0.300 15 16.350 15.003
430 100.650 99.450 1.200 1.070 0.260 15 16.050 15.002
445 100.650 99.650 1.000 1.100 0.200 15 16.500 15.001
455 100.650 99.900 0.750 0.875 0.250 10 8.750 10.003
470 100.650 100.650 0.000 0.375 0.750 15 5.625 15.019
Bahesar side
TOTAL 946.100 470.784Hydraulic mean depth(R)= A/P = 2.01 M
V = (R)/x(S) 1.930 M/sec.n
V = 1.930 M/sec
R = The hydraulic mean depth (A/P) 2.01 M
S =
= 0.0018
The velocity in M per sec. considered uniform throughout the cross section
The energy slope which may be taken equal to the bed slope measured over a reasonable long reach
-
n = The rugosity coefficient 0.035
Q = A x V 1826.341 CumecQ = Discharge in Cumec 1826.341 CumecA = Cross sectional area in Sqm. 946.100 Sqm
V = 1.930 M/sec.
HYDRAULIC CALCULATION
CH IN M. GL LENGTH AREA
(D) (X) (Y) A=DxY1 2 3 4 5 6 7 8 9
Sankara side0 100.650 100.650 0.000 0.000 0.000 0 0.000 0.000
15 100.650 100.040 0.610 0.305 0.610 15 4.575 15.012
30 100.650 99.880 0.770 0.690 0.160 15 10.350 15.001
45 100.650 99.190 1.460 1.115 0.690 15 16.725 15.016
60 100.650 99.170 1.480 1.470 0.020 15 22.050 15.000
75 100.650 99.050 1.600 1.540 0.120 15 23.100 15.000
90 100.650 98.640 2.010 1.805 0.410 15 27.075 15.006
105 100.650 98.300 2.350 2.180 0.340 15 32.700 15.004
120 100.650 98.100 2.550 2.450 0.200 15 36.750 15.001
135 100.650 97.880 2.770 2.660 0.220 15 39.900 15.002
150 100.650 98.210 2.440 2.605 0.330 15 39.075 15.004
165 100.650 97.150 3.500 2.970 1.060 15 44.550 15.037
170 100.650 95.405 5.245 4.373 1.745 5 21.863 5.296
175 100.650 94.780 5.870 5.558 0.625 5 27.788 5.039
180 100.650 94.790 5.860 5.865 0.010 5 29.325 5.000
185 100.650 95.200 5.450 5.655 0.410 5 28.275 5.017
190 100.650 96.260 4.390 4.920 1.060 5 24.600 5.111
205 100.650 97.200 3.450 3.920 0.940 15 58.800 15.029
220 100.650 97.350 3.300 3.375 0.150 15 50.625 15.001
The velocity in M per sec. considered uniform throughout the cross section
Calculation of wetted perimetre and area under HFL of Chhokra nalla in Km at SANKRA - BAHESAR Road
Proposed Bridge site
H.F.L. IN M.
DEPTH OF
WATERAV.
DEPTHDIFF. IN
BED LEVEL
PERIMETER IN M.
P= /(X+Y)
-
235 100.650 97.600 3.050 3.175 0.250 15 47.625 15.002
250 100.650 98.270 2.380 2.715 0.670 15 40.725 15.015
265 100.650 98.700 1.950 2.165 0.430 15 32.475 15.006
280 100.650 99.050 1.600 1.775 0.350 15 26.625 15.004
295 100.650 99.300 1.350 1.475 0.250 15 22.125 15.002
310 100.650 99.430 1.220 1.285 0.130 15 19.275 15.001
325 100.650 99.970 0.680 0.950 0.540 15 14.250 15.010
340 100.650 99.850 0.800 0.740 0.120 15 11.100 15.000
355 100.650 99.860 0.790 0.795 0.010 15 11.925 15.000
370 100.650 99.890 0.760 0.775 0.030 15 11.625 15.000
385 100.650 99.980 0.670 0.715 0.090 15 10.725 15.000
400 100.650 99.910 0.740 0.705 0.070 15 10.575 15.000
415 100.650 99.710 0.940 0.840 0.200 15 12.600 15.001
430 100.650 99.650 1.000 0.970 0.060 15 14.550 15.000
445 100.650 99.750 0.900 0.950 0.100 15 14.250 15.000
455 100.650 99.900 0.750 0.825 0.150 10 8.250 10.001
470 100.650 100.650 0.000 0.375 0.750 15 5.625 15.019
Bahesar side
TOTAL 852.450 470.638Hydraulic mean depth(R)= A/P = 1.81 M
V = (R)/x(S) 1.576 M/sec.n
V = 1.576 M/sec
R = The hydraulic mean depth (A/P) 1.81 M
S =
= 0.0018
n = The rugosity coefficient 0.04
Q = A x V 1343.486 CumecQ = Discharge in Cumec 1343.486 CumecA = Cross sectional area in Sqm. 852.450 Sqm
V = 1.576 M/sec.
HYDRAULIC CALCULATION
The velocity in M per sec. considered uniform throughout the cross section
The energy slope which may be taken equal to the bed slope measured over a reasonable long reach
The velocity in M per sec. considered uniform throughout the cross section
-
CH IN M. GL LENGTH AREA
(D) (X) (Y) A=DxY1 2 3 4 5 6 7 8 9
Raipur side30 104.16 104.160 0.000 0.000 0.000 0 0.000 0.00015 104.16 103.400 0.760 0.380 0.760 10 3.800 10.0290 104.16 102.170 1.990 1.375 1.230 15 20.625 15.050
15 104.16 100.330 3.830 2.910 1.840 15 43.650 15.11230 104.16 99.550 4.610 4.220 0.780 15 63.300 15.02045 104.16 98.650 5.510 5.060 0.900 15 75.900 15.02760 104.16 99.750 4.410 4.960 1.100 15 74.400 15.04075 104.16 100.480 3.680 4.045 0.730 15 60.675 15.01890 104.16 100.770 3.390 3.535 0.290 15 53.025 15.003
105 104.16 101.780 2.380 2.885 1.010 15 43.275 15.034120 104.16 101.870 2.290 2.335 0.090 15 35.025 15.000135 104.16 101.440 2.720 2.505 0.430 15 37.575 15.006150 104.16 99.250 4.910 3.815 2.190 15 57.225 15.159165 104.16 95.950 8.210 6.560 3.300 15 98.400 15.359180 104.16 95.215 8.945 8.578 0.735 15 128.663 15.018195 104.16 94.230 9.930 9.438 0.985 15 141.563 15.032210 104.16 92.350 11.810 10.870 1.880 15 163.050 15.117225 104.16 92.650 11.510 11.660 0.300 15 174.900 15.003240 104.16 92.850 11.310 11.410 0.200 15 171.150 15.001255 104.16 93.050 11.110 11.210 0.200 15 168.150 15.001270 104.16 92.710 11.450 11.280 0.340 15 169.200 15.004285 104.16 93.250 10.910 11.180 0.540 15 167.700 15.010300 104.16 93.310 10.850 10.880 0.060 15 163.200 15.000305 104.16 94.130 10.030 10.440 0.820 5 52.200 5.067320 104.16 96.250 7.910 9.380 2.940 15 140.700 15.285335 104.16 97.950 6.210 7.060 1.700 15 105.900 15.096350 104.16 98.730 5.430 5.820 0.780 15 87.300 15.020365 104.16 100.850 3.310 4.370 2.120 15 65.550 15.149380 104.16 100.780 3.380 3.345 0.070 15 50.175 15.000395 104.16 100.880 3.280 3.330 0.100 15 49.950 15.000410 104.16 100.980 3.180 3.230 0.100 15 48.450 15.000425 104.16 101.250 2.910 3.045 0.270 15 45.675 15.002440 104.16 101.425 2.735 2.823 0.175 15 42.338 15.001455 104.16 101.500 2.660 2.698 0.075 15 40.463 15.000470 104.16 101.685 2.475 2.568 0.185 15 38.513 15.001485 104.16 101.910 2.250 2.363 0.225 15 35.438 15.002500 104.16 101.925 2.235 2.243 0.015 15 33.638 15.000515 104.16 101.050 3.110 2.673 0.875 15 40.088 15.025530 104.16 102.210 1.950 2.530 1.160 15 37.950 15.045545 104.16 102.255 1.905 1.928 0.045 15 28.913 15.000560 104.16 102.320 1.840 1.873 0.065 15 28.088 15.000575 104.16 102.220 1.940 1.890 0.100 15 28.350 15.000590 104.16 102.350 1.810 1.875 0.130 15 28.125 15.001605 104.16 102.420 1.740 1.775 0.070 15 26.625 15.000620 104.16 102.520 1.640 1.690 0.100 15 25.350 15.000635 104.16 102.680 1.480 1.560 0.160 15 23.400 15.001650 104.16 102.780 1.380 1.430 0.100 15 21.450 15.000665 104.16 102.650 1.510 1.445 0.130 15 21.675 15.001680 104.16 102.710 1.450 1.480 0.060 15 22.200 15.000695 104.16 102.750 1.410 1.430 0.040 15 21.450 15.000710 104.16 102.800 1.360 1.385 0.050 15 20.775 15.000
Calculation of wetted perimetre and area under HFL of Kharun River at Murethi khudmudi Road
Proposed Bridge site
H.F.L. IN M.
DEPTH OF
WATERAV.
DEPTHDIFF. IN
BED LEVEL
PERIMETER IN M.
P= /(X+Y)
-
725 104.16 102.890 1.270 1.315 0.090 15 19.725 15.000
740 104.16 102.900 1.260 1.265 0.010 16 20.240 16.000
755 104.16 103.050 1.110 1.185 0.150 17 20.145 17.001
770 104.16 103.100 1.060 1.085 0.050 18 19.530 18.000
785 104.16 102.950 1.210 1.135 0.150 19 21.565 19.001
800 104.16 103.150 1.010 1.110 0.200 20 22.200 20.001
815 104.16 103.250 0.910 0.960 0.100 21 20.160 21.000
7830 104.16 103.650 0.510 0.710 0.400 22 15.620 22.004
845 104.16 103.755 0.405 0.457 0.105 23 10.522 23.000
860 104.16 103.650 0.510 0.457 0.105 24 10.980 24.000
875 104.16 103.850 0.310 0.410 0.200 25 10.250 25.001
890 104.16 103.985 0.175 0.243 0.135 26 6.305 26.000
905 104.16 104.000 0.160 0.167 0.015 27 4.522 27.000920 104.16 104.160 0.000 0.080 0.160 28 2.240 28.000
945 3529.180 1037.752Hydraulic mean depth(R)= A/P = 3.40 M
V = (R)/x(S) 3.065 M/sec.n
V = 3.065 M/secR = The hydraulic mean depth (A/P) 3.40 MS =
= 0.002n = The rugosity coefficient 0.033
Q = A x V 10815.875 Cumec
Q = Discharge in Cumec 10815.875 CumecA = Cross sectional area in Sqm. 3529.180 SqmV = 3.065 M/sec.
The velocity in M per sec. considered uniform throughout the cross sectionThe energy slope which may be taken equal to the bed slope measured over a reasonable long reach
The velocity in M per sec. considered uniform throughout the cross section
-
20 99.22
x 99.25
25 99.61
x 20.384615385
-
506
-
100.650
99.890
98.730
99.040
99.020
98.900
98.490
98.050
-
97.840
97.730
98.060
97.000
95.255
94.630
94.640
95.050
96.110
97.050
95.740
97.450
98.120
98.550
98.900
98.870
98.980
98.820
98.805
98.870
99.120
99.230
99.260
99.560
99.300
99.500
99.750
-
100.650
99.890
98.730
99.040
99.020
98.900
98.490
98.050
97.840
97.730
98.060
97.000
95.255
94.630
94.640
95.050
96.110
97.050
95.740
-
97.450
98.120
98.550
98.900
98.870
98.980
98.820
98.805
98.870
99.120
99.230
99.260
99.560
99.300
99.500
99.750
-
HYDRAULIC CALCULATION
Proposed Bridge site at 250m u/s
CH IN M. GL LENGTH AREA
(D) (X) (Y) A=DxY1 2 3 4 5 6 7 8 9
Pavero side-50 99.700 99.735 0.035 0.000 0.000 0 0.000 0.000
-45 99.700 99.640 0.060 0.047 0.025 5 0.237 5.000
-40 99.700 99.230 0.470 0.265 0.410 5 1.325 5.017
-35 99.700 98.990 0.710 0.590 0.240 5 2.950 5.006
-30 99.700 98.765 0.935 0.823 0.225 5 4.113 5.005
-25 99.700 98.750 0.950 0.943 0.015 5 4.713 5.000
-20 99.700 98.435 1.265 1.108 0.315 5 5.538 5.010
-15 99.700 98.015 1.685 1.475 0.420 5 7.375 5.018
-10 99.700 97.440 2.260 1.973 0.575 5 9.863 5.033
-5 99.700 97.230 2.470 2.365 0.210 5 11.825 5.004
0 99.700 97.100 2.600 2.535 0.130 5 12.675 5.002
5 99.700 97.150 2.550 2.575 0.050 5 12.875 5.000
10 99.700 97.225 2.475 2.513 0.075 5 12.563 5.001
15 99.700 97.365 2.335 2.405 0.140 5 12.025 5.002
20 99.700 97.510 2.190 2.263 0.145 5 11.313 5.002
25 99.700 97.775 1.925 2.058 0.265 5 10.288 5.007
30 99.700 97.860 1.840 1.883 0.085 5 9.413 5.001
35 99.700 98.220 1.480 1.660 0.360 5 8.300 5.013
40 99.700 98.345 1.355 1.418 0.125 5 7.088 5.002
45 99.700 98.370 1.330 1.343 0.025 5 6.713 5.000
50 99.700 98.535 1.165 1.248 0.165 5 6.238 5.003
55 99.700 98.670 1.030 1.098 0.135 5 5.488 5.002
60 99.700 98.765 0.935 0.983 0.095 5 4.913 5.001
65 99.700 98.925 0.775 0.855 0.160 5 4.275 5.003
70 99.700 99.025 0.675 0.725 0.100 5 3.625 5.001
80 99.700 99.180 0.520 0.597 0.155 10 5.975 10.001
90 99.700 99.375 0.325 0.423 0.195 10 4.225 10.002
100 99.700 99.570 0.130 0.228 0.195 10 2.275 10.002
110 99.700 99.715 0.015 0.073 0.115 10 0.725 10.001
Calculation of wetted perimetre and area under HFL of choraha nalla on pairo-Ghoghopuri Road
H.F.L. IN M.
DEPTH OF
WATERAV.
DEPTHDIFF. IN
BED LEVEL
PERIMETER IN M.
P= /(X+Y)
-
Ghoghopuri side
TOTAL 188.925 160.136
-
Hydraulic mean depth(R)= A/P = 1.18 M
V = (R)/x(S) 0.883 M/sec.n
V = 0.883 M/sec
R = The hydraulic mean depth (A/P) 1.18 M
S =
= 0.001
n = The rugosity coefficient 0.04
Q = A x V 166.762 Cumec
Q = Discharge in Cumec 166.762 CumecA = Cross sectional area in Sqm. 188.925 Sqm
V = 0.883 M/sec.
The velocity in M per sec. considered uniform throughout the cross section
The energy slope which may be taken equal to the bed slope measured over a reasonable long reach
The velocity in M per sec. considered uniform throughout the cross section
-
HYDRAULIC CALCULATION
CH IN M. GL LENGTH AREA
(D) (X) (Y) A=DxY1 2 3 4 5 6 7 8 9
Raipur side
390 100.500 100.500 0.000 0.000 0.000 0 0.000 0.000
375 100.500 100.475 0.025 0.013 0.025 15 0.188 15.000
360 100.500 100.320 0.180 0.103 0.155 15 1.538 15.001
345 100.500 100.120 0.380 0.280 0.200 15 4.200 15.001
330 100.500 100.000 0.500 0.440 0.120 15 6.600 15.000
315 100.500 98.820 1.680 1.090 1.180 15 16.350 15.046
300 100.500 99.050 1.450 1.565 0.230 15 23.475 15.002
285 100.500 98.780 1.720 1.585 0.270 15 23.775 15.002
270 100.500 98.700 1.800 1.760 0.080 15 26.400 15.000
255 100.500 98.860 1.640 1.720 0.160 15 25.800 15.001
240 100.500 98.780 1.720 1.680 0.080 15 25.200 15.000
225 100.500 98.960 1.540 1.630 0.180 15 24.450 15.001
210 100.500 98.780 1.720 1.630 0.180 15 24.450 15.001
195 100.500 98.930 1.570 1.645 0.150 15 24.675 15.001
180 100.500 98.740 1.760 1.665 0.190 15 24.975 15.001
165 100.500 98.840 1.660 1.710 0.100 15 25.650 15.000
150 100.500 99.070 1.430 1.545 0.230 15 23.175 15.002
135 100.500 98.800 1.700 1.565 0.270 15 23.475 15.002
120 100.500 98.720 1.780 1.740 0.080 15 26.100 15.000
105 100.500 98.930 1.570 1.675 0.210 15 25.125 15.001
90 100.500 98.750 1.750 1.660 0.180 15 24.900 15.001
75 100.500 99.000 1.500 1.625 0.250 15 24.375 15.002
60 100.500 98.160 2.340 1.920 0.840 15 28.800 15.024
45 100.500 98.140 2.360 2.350 0.020 15 35.250 15.000
30 100.500 97.400 3.100 2.730 0.740 15 40.950 15.018
15 100.500 98.050 2.450 2.775 0.650 15 41.625 15.014
0 100.500 98.200 2.300 2.375 0.150 15 35.625 15.001
15 100.500 98.190 2.310 2.305 0.010 15 34.575 15.000
Calculation of wetted perimetre and area under HFL of Kolhan nalla in Km 22/8 at RAIPUR- BALODABAZAR Road
Proposed Bridge site
H.F.L. IN M.
DEPTH OF
WATERAV.
DEPTHDIFF. IN
BED LEVEL
PERIMETER IN M.
P= /(X+Y)
-
30 100.500 98.520 1.980 2.145 0.330 15 32.175 15.004
45 100.500 98.720 1.780 1.880 0.200 15 28.200 15.001
60 100.500 98.280 2.220 2.000 0.440 15 30.000 15.006
75 100.500 97.990 2.510 2.365 0.290 15 35.475 15.003
90 100.500 96.680 3.820 3.165 1.310 15 47.475 15.057
105 100.500 94.500 6.000 4.910 2.180 15 73.650 15.158
120 100.500 93.780 6.720 6.360 0.720 15 95.400 15.017
135 100.500 96.040 4.460 5.590 2.260 15 83.850 15.169
150 100.500 98.250 2.250 3.355 2.210 15 50.325 15.162
165 100.500 98.300 2.200 2.225 0.050 15 33.375 15.000
180 100.500 98.530 1.970 2.085 0.230 15 31.275 15.002
195 100.500 98.740 1.760 1.865 0.210 15 27.975 15.001
210 100.500 98.430 2.070 1.915 0.310 15 28.725 15.003
225 100.500 98.520 1.980 2.025 0.090 15 30.375 15.000
240 100.500 98.770 1.730 1.855 0.250 15 27.825 15.002
255 100.500 98.860 1.640 1.685 0.090 15 25.275 15.000
270 100.500 99.300 1.200 1.420 0.440 15 21.300 15.006
285 100.500 99.220 1.280 1.240 0.080 15 18.600 15.000
295 100.500 100.140 0.360 0.820 0.920 15 12.300 15.028
310 100.500 100.230 0.270 0.315 0.090 15 4.725 15.000
325 100.500 100.190 0.310 0.290 0.040 15 4.350 15.000
340 100.500 100.170 0.330 0.320 0.020 15 4.800 15.000
355 100.500 100.130 0.370 0.350 0.040 15 5.250 15.000
370 100.500 100.220 0.280 0.325 0.090 15 4.875 15.000
385 100.500 100.500 0.000 0.140 0.280 15 2.100 15.003
Baloda bazar side
TOTAL 1401.375 780.749
Hydraulic mean depth(R)= A/P = 1.79 M
V = (R)/x(S) 2.002 M/sec.n
V = 2.002 M/sec
R = The hydraulic mean depth (A/P) 1.79 M
S =
= 0.002
n = The rugosity coefficient 0.033
The velocity in M per sec. considered uniform throughout the cross section
The energy slope which may be taken equal to the bed slope measured over a reasonable long reach
-
Q = A x V 2804.900 Cumec
Q = Discharge in Cumec 2804.900 CumecA = Cross sectional area in Sqm. 1401.375 Sqm
V = 2.00 M/sec.
HYDRAULIC CALCULATION
CH IN M. GL LENGTH AREA
(D) (X) (Y) A=DxY1 2 3 4 5 6 7 8 9
Sankara side0 100.650 100.650 0.000 0.000 0.000 0 0.000 0.000
15 100.650 100.040 0.610 0.305 0.610 15 4.575 15.012
30 100.650 98.880 1.770 1.190 1.160 15 17.850 15.045
45 100.650 99.190 1.460 1.615 0.310 15 24.225 15.003
60 100.650 99.170 1.480 1.470 0.020 15 22.050 15.000
75 100.650 99.050 1.600 1.540 0.120 15 23.100 15.000
90 100.650 98.640 2.010 1.805 0.410 15 27.075 15.006
105 100.650 98.200 2.450 2.230 0.440 15 33.450 15.006
The velocity in M per sec. considered uniform throughout the cross section
Calculation of wetted perimetre and area under HFL of Chhokra nalla in Km at SANKRA - BAHESAR Road
Proposed Bridge site
H.F.L. IN M.
DEPTH OF
WATERAV.
DEPTHDIFF. IN
BED LEVEL
PERIMETER IN M.
P= /(X+Y)
-
120 100.650 97.990 2.660 2.555 0.210 15 38.325 15.001
135 100.650 97.880 2.770 2.715 0.110 15 40.725 15.000
150 100.650 98.210 2.440 2.605 0.330 15 39.075 15.004
165 100.650 97.150 3.500 2.970 1.060 15 44.550 15.037
170 100.650 95.405 5.245 4.373 1.745 5 21.863 5.296
175 100.650 94.780 5.870 5.558 0.625 5 27.788 5.039
180 100.650 94.790 5.860 5.865 0.010 5 29.325 5.000
185 100.650 95.200 5.450 5.655 0.410 5 28.275 5.017
190 100.650 96.260 4.390 4.920 1.060 5 24.600 5.111
205 100.650 97.200 3.450 3.920 0.940 15 58.800 15.029
220 100.650 96.340 4.310 3.880 0.860 15 58.200 15.025
235 100.650 97.600 3.050 3.680 1.260 15 55.200 15.053
250 100.650 98.270 2.380 2.715 0.670 15 40.725 15.015
265 100.650 98.700 1.950 2.165 0.430 15 32.475 15.006
280 100.650 99.050 1.600 1.775 0.350 15 26.625 15.004
295 100.650 99.020 1.630 1.615 0.030 15 24.225 15.000
310 100.650 99.130 1.520 1.575 0.110 15 23.625 15.000
325 100.650 99.970 0.680 1.100 0.840 15 16.500 15.024
340 100.650 99.250 1.400 1.040 0.720 15 15.600 15.017
355 100.650 99.020 1.630 1.515 0.230 15 22.725 15.002
370 100.650 99.270 1.380 1.505 0.250 15 22.575 15.002
385 100.650 99.380 1.270 1.325 0.110 15 19.875 15.000
400 100.650 99.410 1.240 1.255 0.030 15 18.825 15.000
415 100.650 99.710 0.940 1.090 0.300 15 16.350 15.003
430 100.650 99.450 1.200 1.070 0.260 15 16.050 15.002
445 100.650 99.650 1.000 1.100 0.200 15 16.500 15.001
455 100.650 99.900 0.750 0.875 0.250 10 8.750 10.003
470 100.650 100.650 0.000 0.375 0.750 15 5.625 15.019
Bahesar side
TOTAL 946.100 470.784Hydraulic mean depth(R)= A/P = 2.01 M
V = (R)/x(S) 1.930 M/sec.n
V = 1.930 M/sec
R = The hydraulic mean depth (A/P) 2.01 M
S =
= 0.0018
The velocity in M per sec. considered uniform throughout the cross section
The energy slope which may be taken equal to the bed slope measured over a reasonable long reach
-
n = The rugosity coefficient 0.035
Q = A x V 1826.341 CumecQ = Discharge in Cumec 1826.341 CumecA = Cross sectional area in Sqm. 946.100 Sqm
V = 1.930 M/sec.
HYDRAULIC CALCULATION
CH IN M. GL LENGTH AREA
(D) (X) (Y) A=DxY1 2 3 4 5 6 7 8 9
Sankara side0 100.650 100.650 0.000 0.000 0.000 0 0.000 0.000
15 100.650 100.040 0.610 0.305 0.610 15 4.575 15.012
30 100.650 99.880 0.770 0.690 0.160 15 10.350 15.001
45 100.650 99.190 1.460 1.115 0.690 15 16.725 15.016
60 100.650 99.170 1.480 1.470 0.020 15 22.050 15.000
75 100.650 99.050 1.600 1.540 0.120 15 23.100 15.000
90 100.650 98.640 2.010 1.805 0.410 15 27.075 15.006
105 100.650 98.300 2.350 2.180 0.340 15 32.700 15.004
120 100.650 98.100 2.550 2.450 0.200 15 36.750 15.001
135 100.650 97.880 2.770 2.660 0.220 15 39.900 15.002
150 100.650 98.210 2.440 2.605 0.330 15 39.075 15.004
165 100.650 97.150 3.500 2.970 1.060 15 44.550 15.037
170 100.650 95.405 5.245 4.373 1.745 5 21.863 5.296
175 100.650 94.780 5.870 5.558 0.625 5 27.788 5.039
180 100.650 94.790 5.860 5.865 0.010 5 29.325 5.000
185 100.650 95.200 5.450 5.655 0.410 5 28.275 5.017
190 100.650 96.260 4.390 4.920 1.060 5 24.600 5.111
205 100.650 97.200 3.450 3.920 0.940 15 58.800 15.029
220 100.650 97.350 3.300 3.375 0.150 15 50.625 15.001
The velocity in M per sec. considered uniform throughout the cross section
Calculation of wetted perimetre and area under HFL of Chhokra nalla in Km at SANKRA - BAHESAR Road
Proposed Bridge site
H.F.L. IN M.
DEPTH OF
WATERAV.
DEPTHDIFF. IN
BED LEVEL
PERIMETER IN M.
P= /(X+Y)
-
235 100.650 97.600 3.050 3.175 0.250 15 47.625 15.002
250 100.650 98.270 2.380 2.715 0.670 15 40.725 15.015
265 100.650 98.700 1.950 2.165 0.430 15 32.475 15.006
280 100.650 99.050 1.600 1.775 0.350 15 26.625 15.004
295 100.650 99.300 1.350 1.475 0.250 15 22.125 15.002
310 100.650 99.430 1.220 1.285 0.130 15 19.275 15.001
325 100.650 99.970 0.680 0.950 0.540 15 14.250 15.010
340 100.650 99.850 0.800 0.740 0.120 15 11.100 15.000
355 100.650 99.860 0.790 0.795 0.010 15 11.925 15.000
370 100.650 99.890 0.760 0.775 0.030 15 11.625 15.000
385 100.650 99.980 0.670 0.715 0.090 15 10.725 15.000
400 100.650 99.910 0.740 0.705 0.070 15 10.575 15.000
415 100.650 99.710 0.940 0.840 0.200 15 12.600 15.001
430 100.650 99.650 1.000 0.970 0.060 15 14.550 15.000
445 100.650 99.750 0.900 0.950 0.100 15 14.250 15.000
455 100.650 99.900 0.750 0.825 0.150 10 8.250 10.001
470 100.650 100.650 0.000 0.375 0.750 15 5.625 15.019
Bahesar side
TOTAL 852.450 470.638Hydraulic mean depth(R)= A/P = 1.81 M
V = (R)/x(S) 1.576 M/sec.n
V = 1.576 M/sec
R = The hydraulic mean depth (A/P) 1.81 M
S =
= 0.0018
n = The rugosity coefficient 0.04
Q = A x V 1343.486 CumecQ = Discharge in Cumec 1343.486 CumecA = Cross sectional area in Sqm. 852.450 Sqm
V = 1.576 M/sec.
HYDRAULIC CALCULATION
The velocity in M per sec. considered uniform throughout the cross section
The energy slope which may be taken equal to the bed slope measured over a reasonable long reach
The velocity in M per sec. considered uniform throughout the cross section
-
CH IN M. GL LENGTH AREA
(D) (X) (Y) A=DxY1 2 3 4 5 6 7 8 9
Raipur side30 104.16 104.160 0.000 0.000 0.000 0 0.000 0.00015 104.16 103.400 0.760 0.380 0.760 10 3.800 10.0290 104.16 102.170 1.990 1.375 1.230 15 20.625 15.050
15 104.16 100.330 3.830 2.910 1.840 15 43.650 15.11230 104.16 99.550 4.610 4.220 0.780 15 63.300 15.02045 104.16 98.650 5.510 5.060 0.900 15 75.900 15.02760 104.16 99.750 4.410 4.960 1.100 15 74.400 15.04075 104.16 100.480 3.680 4.045 0.730 15 60.675 15.01890 104.16 100.770 3.390 3.535 0.290 15 53.025 15.003
105 104.16 101.780 2.380 2.885 1.010 15 43.275 15.034120 104.16 101.870 2.290 2.335 0.090 15 35.025 15.000135 104.16 101.440 2.720 2.505 0.430 15 37.575 15.006150 104.16 99.250 4.910 3.815 2.190 15 57.225 15.159165 104.16 95.950 8.210 6.560 3.300 15 98.400 15.359180 104.16 95.215 8.945 8.578 0.735 15 128.663 15.018195 104.16 94.230 9.930 9.438 0.985 15 141.563 15.032210 104.16 92.350 11.810 10.870 1.880 15 163.050 15.117225 104.16 92.650 11.510 11.660 0.300 15 174.900 15.003240 104.16 92.850 11.310 11.410 0.200 15 171.150 15.001255 104.16 93.050 11.110 11.210 0.200 15 168.150 15.001270 104.16 92.710 11.450 11.280 0.340 15 169.200 15.004285 104.16 93.250 10.910 11.180 0.540 15 167.700 15.010300 104.16 93.310 10.850 10.880 0.060 15 163.200 15.000305 104.16 94.130 10.030 10.440 0.820 5 52.200 5.067320 104.16 96.250 7.910 9.380 2.940 15 140.700 15.285335 104.16 97.950 6.210 7.060 1.700 15 105.900 15.096350 104.16 98.730 5.430 5.820 0.780 15 87.300 15.020365 104.16 100.850 3.310 4.370 2.120 15 65.550 15.149380 104.16 100.780 3.380 3.345 0.070 15 50.175 15.000395 104.16 100.880 3.280 3.330 0.100 15 49.950 15.000410 104.16 100.980 3.180 3.230 0.100 15 48.450 15.000425 104.16 101.250 2.910 3.045 0.270 15 45.675 15.002440 104.16 101.425 2.735 2.823 0.175 15 42.338 15.001455 104.16 101.500 2.660 2.698 0.075 15 40.463 15.000470 104.16 101.685 2.475 2.568 0.185 15 38.513 15.001485 104.16 101.910 2.250 2.363 0.225 15 35.438 15.002500 104.16 101.925 2.235 2.243 0.015 15 33.638 15.000515 104.16 101.050 3.110 2.673 0.875 15 40.088 15.025530 104.16 102.210 1.950 2.530 1.160 15 37.950 15.045545 104.16 102.255 1.905 1.928 0.045 15 28.913 15.000560 104.16 102.320 1.840 1.873 0.065 15 28.088 15.000575 104.16 102.220 1.940 1.890 0.100 15 28.350 15.000590 104.16 102.350 1.810 1.875 0.130 15 28.125 15.001605 104.16 102.420 1.740 1.775 0.070 15 26.625 15.000620 104.16 102.520 1.640 1.690 0.100 15 25.350 15.000635 104.16 102.680 1.480 1.560 0.160 15 23.400 15.001650 104.16 102.780 1.380 1.430 0.100 15 21.450 15.000665 104.16 102.650 1.510 1.445 0.130 15 21.675 15.001680 104.16 102.710 1.450 1.480 0.060 15 22.200 15.000695 104.16 102.750 1.410 1.430 0.040 15 21.450 15.000710 104.16 102.800 1.360 1.385 0.050 15 20.775 15.000
Calculation of wetted perimetre and area under HFL of Kharun River at Murethi khudmudi Road
Proposed Bridge site
H.F.L. IN M.
DEPTH OF
WATERAV.
DEPTHDIFF. IN
BED LEVEL
PERIMETER IN M.
P= /(X+Y)
-
725 104.16 102.890 1.270 1.315 0.090 15 19.725 15.000
740 104.16 102.900 1.260 1.265 0.010 16 20.240 16.000
755 104.16 103.050 1.110 1.185 0.150 17 20.145 17.001
770 104.16 103.100 1.060 1.085 0.050 18 19.530 18.000
785 104.16 102.950 1.210 1.135 0.150 19 21.565 19.001
800 104.16 103.150 1.010 1.110 0.200 20 22.200 20.001
815 104.16 103.250 0.910 0.960 0.100 21 20.160 21.000
7830 104.16 103.650 0.510 0.710 0.400 22 15.620 22.004
845 104.16 103.755 0.405 0.457 0.105 23 10.522 23.000
860 104.16 103.650 0.510 0.457 0.105 24 10.980 24.000
875 104.16 103.850 0.310 0.410 0.200 25 10.250 25.001
890 104.16 103.985 0.175 0.243 0.135 26 6.305 26.000
905 104.16 104.000 0.160 0.167 0.015 27 4.522 27.000920 104.16 104.160 0.000 0.080 0.160 28 2.240 28.000
945 3529.180 1037.752Hydraulic mean depth(R)= A/P = 3.40 M
V = (R)/x(S) 3.065 M/sec.n
V = 3.065 M/secR = The hydraulic mean depth (A/P) 3.40 MS =
= 0.002n = The rugosity coefficient 0.033
Q = A x V 10815.875 Cumec
Q = Discharge in Cumec 10815.875 CumecA = Cross sectional area in Sqm. 3529.180 SqmV = 3.065 M/sec.
The velocity in M per sec. considered uniform throughout the cross sectionThe energy slope which may be taken equal to the bed slope measured over a reasonable long reach
The velocity in M per sec. considered uniform throughout the cross section
-
20 99.22
x 99.25
25 99.61
x 20.384615385
-
506
-
100.650
99.890
98.730
99.040
99.020
98.900
98.490
98.050
-
97.840
97.730
98.060
97.000
95.255
94.630
94.640
95.050
96.110
97.050
95.740
97.450
98.120
98.550
98.900
98.870
98.980
98.820
98.805
98.870
99.120
99.230
99.260
99.560
99.300
99.500
99.750
-
100.650
99.890
98.730
99.040
99.020
98.900
98.490
98.050
97.840
97.730
98.060
97.000
95.255
94.630
94.640
95.050
96.110
97.050
95.740
-
97.450
98.120
98.550
98.900
98.870
98.980
98.820
98.805
98.870
99.120
99.230
99.260
99.560
99.300
99.500
99.750
-
325 DSProposed site250M US
