Hydraulic Calculation for TANDULA RIVER
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DESIGN DISCHARGE CALCULATION 1 DICKEN'S FORMULA = Catchment Area = 678.000 km^2 Value of Constant " C " = 16 Discharge " Q " Cumec = 2125.897 Cumec 2 AREA - VELOCITY METHOD = n = The rugosity coefficient 0.030 Distance from Proposed Site RL (m) Lowest RL at U/s ……….. m of Proposed Site = 1000.000 95.935 Lowest RL at D/s ……….. m of Proposed Site = 1000.000 93.025 = 0.00146 OR 687.285 Area Perimeter Velocity Discharge m^2 m. m/s Cumec At U/s ……….. m of Proposed Site = 921.863 402.554 2.209 2036.436 At Poposed Site 761.860 239.532 2.750 2095.044 At D/s ……….. m of Proposed Site = 725.900 209.364 2.913 2114.316 Avg. = 2081.932 50% of Next to Higher Discharge = 1047.522 Cumec 1.5 times of Next to Higher Discharge = 3142.566 Cumec Design Discharge will be the maximum of above calculate Discharge Hence , Design Dischage = 3142.566 Cumec Hence , Design Velocity = 4.125 m/s C x A^ (3/4) Bed Slope of River in
Transcript of Hydraulic Calculation for TANDULA RIVER
DESIGN DISCHARGE CALCULATION
1 DICKEN'S FORMULA =
Catchment Area = 678.000 km^2
Value of Constant " C " = 16
Discharge " Q " = Cumec
= 2125.897 Cumec
2 AREA - VELOCITY METHOD =n = The rugosity coefficient 0.030
Distance from Proposed Site(m) RL (m) Lowest RL at U/s ……….. m of Proposed Site = 1000.000 95.935 meter Lowest RL at D/s ……….. m of Proposed Site = 1000.000 93.025 meter
= 0.00145OR 687.285
Area Perimeter Velocity Discharge m^2 m. m/s Cumec
At U/s ……….. m of Proposed Site = 921.862 402.554 2.209 2036.436At Poposed Site = 761.860 239.532 2.750 2095.044At D/s ……….. m of Proposed Site = 725.900 209.364 2.913 2114.316
Avg. = 2081.932
50% of Next to Higher Discharge = 1047.522 Cumec 1.5 times of Next to Higher Discharge = 3142.566 Cumec
Design Discharge will be the maximum of above calculate DischargeHence , Design Dischage = 3142.566 Cumec
Hence , Design Velocity = 4.125 m/s
C x A^ (3/4)
Bed Slope of River " S "1 in
DETERMINATION OF MAXIMUM DEPTH OF SCOUR AND IT'S RL
H.F.L. recommended for the purpose of Design R.L. = 98.215 meter
Design Discharge for Proposed site ' Q ' = 3142.5657 Cumec
Effective Linear Waterway a. For Artificial Channel for Irrigation OR when Banks are well defined for Natural stream =
( Should be the Full Width of channel OR stream )= meter
b. For Large Alluvial stream with undefined Banks ( From Lacey's formula ) =
W = meter
Where C = 4.8 for regime condition = 4.5 - 6.3 According to local condition
For present case " C " has been taken = 4.800
W = 306.800 meter
Therefore, Proposed Effective Linear Waterway for proposed site = 105.000 meter
Calculated Effective Linear Waterway for proposed site = 306.800 meter
Scour Depth =
Catchment Area A = 678.000
Increased Discharged q = (1 + % increment as per Catchment Area) x Q
Discharge in m^3/s per meter width Db =
dm = 0.5 mm
Silt factor depend upon the mean diameter of particle obtained from level of maximum scour levelksf =
= 1.245
q = 4085.3354 Cumec
Db = 13.316
= 177.315
ksf = 1.245
= 142.478
= 5.137
= = 6.884 meter
C Q^1/2
Effective Linear Waterway have been decided by survey team(as per Site condition)
Leff
dsm 1.34 X [ (Db)^2 / ksf ]^0.33
km^2
q / Leff
1.76 x (dm)^0.5
m^3/s per meter width
Db^2
[ (Db)^2 / ksf ]
[ (Db)^2 / ksf ]^0.33
dsm 1.34 X [ (Db)^2 / ksf ]^0.33
The maximum depth of Scour 'D' is to be taken as below :
a. At Pier = meter
b. At Abutment = meter
a. At Pier = 13.768 meter
b. At Abutment = 8.743 meter
Scour level fora. Pier = 84.447
b. Abutment = 89.472
2.00 X dsm
1.27 X dsm
HYDRAULIC CALCULATION at U/s side
U/s side at 1000 Metre Lowest RL 95.935
GL LENGTH AREA
(X) (D) (Y) A=DxY
1 2 3 6 4 5 7 8 9Mainpur side
140 98.800 98.800 0.000 0.000 0.000 0 0.000 0.000130 98.800 97.955 0.845 0.845 0.422 10 4.225 10.036120 98.800 96.695 1.260 2.105 1.475 10 14.750 10.079100 98.800 96.355 0.340 2.445 2.275 20 45.500 20.00390 98.800 96.100 0.255 2.700 2.572 10 25.725 10.00370 98.800 96.125 0.025 2.675 2.688 20 53.750 20.00050 98.800 96.255 0.130 2.545 2.610 20 52.200 20.00030 98.800 96.120 0.135 2.680 2.612 20 52.250 20.00015 98.800 96.100 0.020 2.700 2.690 15 40.350 15.0000 98.800 95.975 0.125 2.825 2.763 15 41.438 15.001
30 98.800 96.285 0.310 2.515 2.670 30 80.100 30.00260 98.800 96.410 0.125 2.390 2.453 30 73.575 30.00090 98.800 96.067 0.343 2.733 2.562 30 76.845 30.002
120 98.800 95.935 0.132 2.865 2.799 30 83.970 30.000150 98.800 96.360 0.425 2.440 2.652 30 79.575 30.003180 98.800 96.765 0.405 2.035 2.237 30 67.125 30.003210 98.800 97.185 0.420 1.615 1.825 30 54.750 30.003260 98.800 97.440 0.255 1.360 1.487 50 74.375 50.001262 98.800 98.800 1.360 0.000 0.680 2 1.360 2.419
Khariyar side
402 921.9 402.554
Hydraulic mean depth(R)= A/P = 2.290
V =(R)²/³x(S)½
2.209 M/sec.n
V = 2.209 M/sec
R = The hydraulic mean depth (A/P) 2.290 M
S = 0.0015
n = The rugosity coefficient 0.030
Q = A x V 2036.436 Cumec
Q = Discharge in Cumec 2036.436 Cumec
A = Cross sectional area in Sqm. 921.862 Sqm
V = 2.209 M/sec.
CH IN M.
H.F.L. IN M.
DIFF. IN BED
LEVEL
DEPTH OF
WATER
AV. DEPTH
PERIMETER IN M.
P= /(X²+Y²)
TOTAL
The velocity in M per sec. considered uniform thoughout 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 thoughout the cross section
HYDRAULIC CALCULATION
CH IN M. GL LENGTH AREA
(X) (D) (Y) A=DxY1 2 3 6 4 5 7 8 9
Mainpur side
6 98.215 98.215 0.000 0.000 0.000 0 0.000 0.00010 98.215 97.960 0.255 0.255 0.128 4 0.510 4.00820 98.215 96.185 1.775 2.030 1.143 10 11.425 10.15635 98.215 94.025 2.160 4.190 3.110 15 46.650 15.15550 98.215 94.130 0.105 4.085 4.138 15 62.063 15.00065 98.215 94.245 0.115 3.970 4.028 15 60.413 15.00080 98.215 94.230 0.015 3.985 3.977 15 59.662 15.00095 98.215 94.145 0.085 4.070 4.028 15 60.413 15.000
110 98.215 94.315 0.170 3.900 3.985 15 59.775 15.001125 98.215 94.675 0.360 3.540 3.720 15 55.800 15.004140 98.215 94.425 0.250 3.790 3.665 15 54.975 15.002155 98.215 94.325 0.100 3.890 3.840 15 57.600 15.000170 98.215 94.420 0.095 3.795 3.843 15 57.638 15.000185 98.215 94.465 0.045 3.750 3.773 15 56.588 15.000200 98.215 95.115 0.650 3.100 3.425 15 51.375 15.014215 98.215 95.595 0.480 2.620 2.860 15 42.900 15.008230 98.215 97.920 2.325 0.295 1.458 15 21.863 15.179245 98.215 98.215 0.295 0.000 0.148 15 2.213 15.003
Khariyar side
TOTAL 239 761.860 239.532
Hydraulic mean depth(R)= A/P = 3.181
V =(R)²/³x(S)½
2.750 M/sec.n
V = 2.750 M/secR = The hydraulic mean depth (A/P) 3.181 MS = 0.0015n = The rugosity coefficient 0.030
Q = A x V 2095.044 Cumec
Q = Discharge in Cumec 2095.044 CumecA = Cross sectional area in Sqm. 761.860 Sqm
Calculation of wetted perimetre and area under HFL of Nalla in Km 1/4 at Mainpur-Kulhadighat-Khariyar Road
D/s side at 335.00 MetreH.F.L. IN
M.
DIFF. IN BED
LEVEL
DEPTH OF
WATER
AV. DEPTH
PERIMETER IN M.
P= /(X²+Y²)
The velocity in M per sec. considered uniform thoughout the cross section
The energy slope which may be taken equal to the bed slope measured over a reasonable long reach
V = 2.750 M/sec.The velocity in M per sec. considered uniform thoughout the cross section
HYDRAULIC CALCULATION at D/s side
D/s side at 1000.000 Metre Lowest RL
CH IN M. GL LENGTH AREA
(X) (D) (Y) A=DxY1 2 3 6 4 5 7 8
Mainpur side
65 97.69 97.690 0.000 0.000 0.000 0 0.00062 97.69 96.540 1.150 1.150 0.575 3 1.72560 97.69 95.110 1.430 2.580 1.865 2 3.73050 97.69 94.250 0.860 3.440 3.010 10 30.10030 97.69 93.930 0.320 3.760 3.600 20 72.00015 97.69 93.960 0.030 3.730 3.745 15 56.1750 97.69 93.640 0.320 4.050 3.890 15 58.350
15 97.69 93.760 0.120 3.930 3.990 15 59.85030 97.69 93.720 0.040 3.970 3.950 15 59.25045 97.69 93.620 0.100 4.070 4.020 15 60.30060 97.69 93.510 0.110 4.180 4.125 15 61.87575 97.69 93.450 0.060 4.240 4.210 15 63.15090 97.69 92.960 0.490 4.730 4.485 15 67.275
110 97.69 93.670 0.710 4.020 4.375 20 87.500112 97.69 94.390 0.720 3.300 3.660 2 7.320113 97.69 95.390 1.000 2.300 2.800 1 2.800143 97.69 97.690 2.300 0.000 1.150 30 34.500
Khariyar side
208.000 725.900
Hydraulic mean depth(R)= A/P = 3.467
V =(R)²/³x(S)½
2.913 M/sec.n
V = 2.913R = The hydraulic mean depth (A/P) 3.467S = 0.0015n = The rugosity coefficient 0.030
Q = A x V 2114.316 Cumec
Q = Discharge in Cumec 2114.316A = Cross sectional area in Sqm. 725.900
H.F.L. IN M.
DIFF. IN BED
LEVEL
DEPTH OF
WATER
AV. DEPTH
TOTAL
The velocity in M per sec. considered uniform thoughout the cross section
The energy slope which may be taken equal to the bed slope measured over a reasonable long reach
V = 2.913The velocity in M per sec. considered uniform thoughout the cross section
HYDRAULIC CALCULATION at D/s side
93.620
9
0.0003.2132.459
10.03720.00315.00015.00315.00015.00015.00015.00015.00015.00820.0132.1261.414
30.088
209.364
M/secM
CumecSqm
PERIMETER IN M.
P= /(X²+Y²)
M/sec.
HFL 99.45
CH IN M. GL
Mainpur side200 101.770190 101.760180 101.800170 101.750160 101.650150 101.580140 101.480130 101.400120 101.340110 101.170100 100.91090 100.84080 100.91070 101.08060 100.75050 100.80040 100.36030 100.08020 99.95010 99.8800 99.450
10 98.89020 98.82030 96.36040 96.45050 96.52060 97.43070 98.98080 98.96090 98.900
100 98.900110 98.880120 98.800130 98.860140 98.900150 99.120160 99.450170 99.800180 99.930190 100.060200 100.150210 100.230220 100.270230 100.260240 100.260250 100.150260 99.940
Khariyar side
L-Section of Proposed side including approach road
CH IN M. GL
Total Length = 460
