Nilelil SPF Flood
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Transcript of Nilelil SPF Flood
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8/2/2019 Nilelil SPF Flood
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Annexture 7.1
M.I.Dam @ Nileli.Tal-Kudal,Dist-Sindhudurg.
CATCHMENT AREA AND GENERAL PARAMETERS
1 Catchment area 11.65 Sq.km
2 Maximum length of nalla ( L) 6.70 Km
3 R L @ extreme length (origin of nalla) 160.00 m.
4 River bed level @ dam site 92.67 m.
5 Full reservoir level 107.90 m.
6 Hydraulic head (6-7) 15.23 m.
7 Gross storage 4.05 mm3
8 Type of dam (As per I S 11223) Itermediat
Step :-1 Determination Of Physiographic Parametres
Equivalent Slope Calculation
Distance From
Point of origin
Reduced
Level
Length of
each
segment
Height
above
Datum
L R.L Li Di
1 2 3 4 5 6 7
1 0.00 22.80 0.00 0.00 0.00 0.00
2 1.63 30.50 1.63 7.70 7.70 12.51
3 2.63 61.00 1.00 38.20 45.90 45.90
4 3.40 91.50 0.78 68.70 106.90 82.85
5 3.88 122.00 0.48 99.20 167.90 79.75
6 4.50 171.00 0.63 148.20 247.40 154.63
375.64
Equivalent Slope = Li x ( Di -1 + Di )
L
2
375.64
= 4.50 2
= 18.55 M/Km.
Note:- Difference between G.T.S. and arbitery Level is 40.28m Calculation done as per GTS level
Maximum RL of Origin of Nala as per GTS is 100m
Sr. No Di-1+Di Li x ( Di -1 +Di )
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C.A. = A = 8.18 Sq.Km.
L = 4.50 Km.
S = 18.55 M/Km.
Step N0:-2 Derivation Of One Hour Synthetic Unit Graph
Annexture 7.2
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1)q
p = Discharge /Sq.Km. = 0.9178 x L -0.4313
S
= 0.9178 x 4.50 -0.431318.55
= 0.9178 x 18.55 0.4313
4.50
= 1.691
2) t p = 1.5607 x (q p)-1.0814
= 1.5607 x 1 1.0814
1.691
= 0.884
3) W 50 = 1.925 x (q
p)-1.0896
= 1.925 x 1 1.0896
1.691
= 1.086 Say 1.1 hr
4) W 75 = 1.0189 x (q
p)-1.0443
= 1.0189 x 1 1.0443
1.691
= 0.589 Say 0.6 hr
SUG RELATIONS AS PER TABLE NO.3.3
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5) W R 50 = 0.5788 x (q
p)-1.1072
= 0.5788 x 1 1.1072
1.691
= 0.324 Say 0.35 hr
6) W R 75 = 0.3469 x (q p)-1.0538
= 0.3469 x 1 1.0538
1.691
= 0.199 Say 0.2 hr
7) T B = 7.38 x (T p)0.7343
= 7.38 x 0.884 0.7343
= 6.741 Say 7.00 hr
8) Since tp= 0.884 hr ,the unit time tr, which should be about1/4th
of tp is assumed as 0.25 hr.
9) t M = t p + t r2
= 0.884 + 0.25
2
= 1.009 Say 1.00 hr
10) Qp = qp x A
= 1.691 x 8.18
= 13.832 Say 13.85 m3/sec
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0 0
0.25 2
0.5 50.75 9.9
1 13.85
6.925 1.25 12
10.388 1.5 9.6
1.75 6.932 5.6
2.25 4.4
2.5 3.52.75 2.7
3 2.1
3.25 1.8
3.5 1.63.75 1.4
1.001222 4 1.25
4.25 1.1
4.5 1
4.75 0.95 0.8
5.25 0.7
5.5 0.6
5.75 0.56 0.4
6.25 0.3
6.5 0.26.75 0.1
7 0
90.23
0.992751
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Annexture 7.3
M.I.Dam @ Nileli.Tal-Kudal,Dist-Sindhudurg.
Standard Project Flood Calculations
Time Interval in hrs IST Rainfall mm1 Hr 135
2 Hr 2083 Hr 2906 Hr 420
12 Hr 589
18 Hr 68924 Hr 700
24 Hour Rainfall = 700 mm
Catchment area in sqkm Reduction coefficient in %0 100
4.9 99.542
50 95.33
Data of rainfal given in below in mm.
As per letter CE / ( SP) / DE-CAD / DSRP /4796 /2007 dt. 26.07.2007
XII th Visit @ Pune
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CUMULATIVE HOURLY RAINFALL DISTRIBUTION
Design storm duration 7.00 hours
Interme 0.5-hr Areal Cum. Hourly infiltrat- Excess
diate point reduction hourly rainfall ion @ rainfall
hours Rainfall factor rainfall 1 mm/hr
hr mm mm mm cm cm cm
1 2 3 4 5 6 70 0 0.9954234 0.00 0 0 0.0000.25 45 0.9954234 44.79 4.47941 0.025 4.4540.5 75.00 0.9954234 74.66 2.98627 0.025 2.961
0.75 110.00 0.9954234 109.50 3.48398 0.025 3.4591 135.00 0.9954234 134.38 2.48856 0.025 2.464
1.25 158.00 0.9954234 157.28 2.28947 0.025 2.2641.5 175.00 0.9954234 174.20 1.69222 0.025 1.667
1.75 188.00 0.9954234 187.14 1.29405 0.025 1.2692 208.00 0.9954234 207.05 1.99085 0.025 1.966
2.25 233.00 0.9954234 231.93 2.48856 0.025 2.4642.5 250.00 0.9954234 248.86 1.69222 0.025 1.667
2.75 272.00 0.9954234 270.76 2.18993 0.025 2.1653 290.00 0.9954234 288.67 1.79176 0.025 1.767
3.25 305.00 0.9954234 303.60 1.49314 0.025 1.4683.5 315.00 0.9954234 313.56 0.99542 0.025 0.970
3.75 325.00 0.9954234 323.51 0.99542 0.025 0.9704 337.00 0.9954234 335.46 1.19451 0.025 1.170
4.25 350.00 0.9954234 348.40 1.29405 0.025 1.269
4.5 360.00 0.9954234 358.35 0.99542 0.025 0.9704.75 375.00 0.9954234 373.28 1.49314 0.025 1.468
5 385.00 0.9954234 383.24 0.99542 0.025 0.9705.25 395.00 0.9954234 393.19 0.99542 0.025 0.970
5.5 405.00 0.9954234 403.15 0.99542 0.025 0.9705.75 412.00 0.9954234 410.11 0.6968 0.025 0.672
6 420.00 0.9954234 418.08 0.79634 0.025 0.7716.25 428.00 0.9954234 426.04 0.79634 0.025 0.7716.5 437.00 0.9954234 435.00 0.89588 0.025 0.871
6.75 444.00 0.9954234 441.97 0.6968 0.025 0.6727 450.00 0.9954234 447.94 0.59725 0.025 0.572
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ARRANGEMENT OF RAINFALL EXCESS AGAINST GRAPH COORDINATES
Time Graph co
ordinates
Rainfall
excess
Revers
Order0 0 0.572 0
0.25 2 1.468 0.6720.5 5 2.165 0.6720.75 9.9 2.961 0.771
1 13.85 4.454 0.771
1.25 12 3.459 0.8711.5 9.6 2.464 0.9701.75 6.93 2.464 0.970
2 5.6 2.264 0.9702.25 4.4 1.966 0.970
2.5 3.5 1.767 0.9702.75 2.7 1.667 0.970
3 2.1 1.667 1.1703.25 1.8 1.468 1.2693.5 1.6 1.269 1.269
3.75 1.4 1.269 1.468
4 1.25 1.170 1.6674.25 1.1 0.970 1.6674.5 1 0.970 1.7674.75 0.9 0.970 1.966
5 0.8 0.970 2.2645.25 0.7 0.970 2.464
5.5 0.6 0.970 2.4645.75 0.5 0.871 3.459
6 0.4 0.771 4.4546.25 0.3 0.771 2.9616.5 0.2 0.672 2.165
6.75 0.1 0.672 1.4687 0 0 0.572
BASE FLOW
Base flow = 0.15 8.18= 1.227 cum
x
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COMPUTATION OF DESIGN FLOOD HYDROGRAPH
UHG
co- 0 0.672 0.672 0.771 0.771 0.871 0.970 0.970 0.970 0.970 0.970 0.970 1.170 1.269 1.269 1.468 1.667
ordinates
For 0.25hr,
1 cm UHG0 0 0.00
0.25 2 0.00 0.00
0.5 5 0.00 1.34 0.00
0.75 9.9 0.00 3.36 1.34 0.00
1 13.85 0.00 6.65 3.36 1.54 0.00
1.25 12 0.00 9.30 6.65 3.86 1.54 0.00
1.5 9.6 0.00 8.06 9.30 7.64 3.86 1.74 0.00
1.75 6.93 0.00 6.45 8.06 10.68 7.64 4.35 1.94 0.00
2 5.6 0.00 4.66 6.45 9.26 10.68 8.62 4.85 1.94 0.00
2.25 4.4 0.00 3.76 4.66 7.40 9.26 12.06 9.61 4.85 1.94 0.00
2.5 3.5 0.00 2.96 3.76 5.35 7.40 10.45 13.44 9.61 4.85 1.94 0.00
2.75 2.7 0.00 2.35 2.96 4.32 5.35 8.36 11.65 13.44 9.61 4.85 1.94 0.00
3 2.1 0.00 1.81 2.35 3.39 4.32 6.04 9.32 11.65 13.44 9.61 4.85 1.94 0.00
3.25 1.8 0.00 1.41 1.81 2.70 3.39 4.88 6.73 9.32 11.65 13.44 9.61 4.85 2.34 0.00
3.5 1.6 0.00 1.21 1.41 2.08 2.70 3.83 5.43 6.73 9.32 11.65 13.44 9.61 5.85 2.54 0.00
3.75 1.4 0.00 1.07 1.21 1.62 2.08 3.05 4.27 5.43 6.73 9.32 11.65 13.44 11.58 6.35 2.54 0.00 4 1.25 0.00 0.94 1.07 1.39 1.62 2.35 3.40 4.27 5.43 6.73 9.32 11.65 16.20 12.56 6.35 2.94 0.00
4.25 1.1 0.00 0.84 0.94 1.23 1.39 1.83 2.62 3.40 4.27 5.43 6.73 9.32 14.03 17.58 12.56 7.34 3.33
4.5 1 0.00 0.74 0.84 1.08 1.23 1.57 2.04 2.62 3.40 4.27 5.43 6.73 11.23 15.23 17.58 14.53 8.34
4.75 0.9 0.00 0.67 0.74 0.96 1.08 1.39 1.75 2.04 2.62 3.40 4.27 5.43 8.10 12.18 15.23 20.33 16.51
5 0.8 0.00 0.60 0.67 0.85 0.96 1.22 1.55 1.75 2.04 2.62 3.40 4.27 6.55 8.79 12.18 17.62 23.09
5.25 0.7 0.00 0.54 0.60 0.77 0.85 1.09 1.36 1.55 1.75 2.04 2.62 3.40 5.15 7.11 8.79 14.09 20.01
5.5 0.6 0.00 0.47 0.54 0.69 0.77 0.96 1.21 1.36 1.55 1.75 2.04 2.62 4.09 5.58 7.11 10.17 16.01
5.75 0.5 0.00 0.40 0.47 0.62 0.69 0.87 1.07 1.21 1.36 1.55 1.75 2.04 3.16 4.44 5.58 8.22 11.55
6 0.4 0.00 0.34 0.40 0.54 0.62 0.78 0.97 1.07 1.21 1.36 1.55 1.75 2.46 3.43 4.44 6.46 9.34
6.25 0.3 0.00 0.27 0.34 0.46 0.54 0.70 0.87 0.97 1.07 1.21 1.36 1.55 2.11 2.67 3.43 5.14 7.34
6.5 0.2 0.00 0.20 0.27 0.39 0.46 0.61 0.78 0.87 0.97 1.07 1.21 1.36 1.87 2.28 2.67 3.96 5.84
6.75 0.1 0.00 0.13 0.20 0.31 0.39 0.52 0.68 0.78 0.87 0.97 1.07 1.21 1.64 2.03 2.28 3.08 4.50 7 0 0.00 0.07 0.13 0.23 0.31 0.44 0.58 0.68 0.78 0.87 0.97 1.07 1.46 1.78 2.03 2.64 3.50
0.00 0.00 0.07 0.15 0.23 0.35 0.49 0.58 0.68 0.78 0.87 0.97 1.29 1.59 1.78 2.35 3.00
0.00 0.00 0.00 0.08 0.15 0.26 0.39 0.49 0.58 0.68 0.78 0.87 1.17 1.40 1.59 2.06 2.67 0.00 0.00 0.00 0.00 0.08 0.17 0.29 0.39 0.49 0.58 0.68 0.78 1.05 1.27 1.40 1.84 2.33
0.00 0.00 0.00 0.00 0.00 0.09 0.19 0.29 0.39 0.49 0.58 0.68 0.94 1.14 1.27 1.61 2.08
0.00 0.00 0.00 0.00 0.00 0.00 0.10 0.19 0.29 0.39 0.49 0.58 0.82 1.02 1.14 1.47 1.83
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.10 0.19 0.29 0.39 0.49 0.70 0.89 1.02 1.32 1.67
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.10 0.19 0.29 0.39 0.58 0.76 0.89 1.17 1.50
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.10 0.19 0.29 0.47 0.63 0.76 1.03 1.33
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.10 0.19 0.35 0.51 0.63 0.88 1.17
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.10 0.23 0.38 0.51 0.73 1.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.12 0.25 0.38 0.59 0.83
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.13 0.25 0.44 0.67
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.13 0.29 0.50
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.15 0.33
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.17
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Critical arrangement of excess rainfall in
Time
in Hr
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sq.km sq mile coe1 0.386 4000
2 0.773 4000
3 1.159 4100
4 1.545 4350
5 1.931 4500
6 2.318 4670
7 2.704 4750
8 3.090 4820
9 3.476 4900
10 3.863 4970
20 7.725 5810
30 11.588 6260
40 15.451 6550
50 19.313 7000
60 23.176 700070 27.039 7000
3.863 4970
0.000 4130
7.725 5810
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AREA DATA Elev Area
Length = 70 m (mtrs) (Msqm)
Crest level = 42.18 m Full res. Level (FRL) = 42.18 0.2993
Discharge Coefficient(n) = 1.829 High flood level (HFL)= 43.68 0.3786 Flood lift = 1.5 m HFL + FB/2 = 44.43 0.41064
1 0 0.3 1.227 1.227 0.001 42.18 0.2993 0.004 42.18
2 0.3 0.5 1.227 2.571 0.002 42.18 0.300 0.006 42.19
3 0.5 0.8 2.571 5.930 0.004 42.19 0.300 0.012 42.20
4 0.8 1.0 5.930 12.779 0.008 42.20 0.300 0.028 42.23
5 1.0 1.3 12.779 22.582 0.016 42.23 0.302 0.045 42.27
6 1.3 1.5 22.582 31.828 0.024 42.27 0.304 0.063 42.34 7 1.5 1.8 31.828 40.352 0.032 42.34 0.308 0.073 42.41
8 1.8 2.0 40.352 47.686 0.040 42.41 0.312 0.076 42.49
9 2.0 2.3 47.686 54.767 0.046 42.49 0.316 0.073 42.56
10 2.3 2.5 54.767 60.986 0.052 42.56 0.319 0.067 42.63
11 2.5 2.8 60.986 66.045 0.057 42.63 0.323 0.060 42.69
12 2.8 3.0 66.045 69.942 0.061 42.69 0.326 0.051 42.74
13 3.0 3.3 69.942 73.347 0.064 42.74 0.329 0.042 42.78
14 3.3 3.5 73.347 77.015 0.068 42.78 0.331 0.036 42.81
15 3.5 3.8 77.015 81.554 0.071 42.81 0.333 0.033 42.85
16 3.8 4.0 81.554 87.432 0.076 42.85 0.335 0.033 42.88
17 4.0 4.3 87.432 94.070 0.082 42.88 0.336 0.035 42.92
18 4.3 4.5 94.070 101.408 0.088 42.92 0.338 0.037 42.95
19 4.5 4.8 101.408 109.806 0.095 42.95 0.340 0.040 42.99
20 4.8 5.0 109.806 118.665 0.103 42.99 0.342 0.043 43.04
21 5.0 5.3 118.665 127.878 0.111 43.04 0.345 0.046 43.08
22 5.3 5.5 127.878 138.338 0.120 43.08 0.347 0.047 43.13
23 5.5 5.8 138.338 150.314 0.130 43.13 0.350 0.053 43.18
24 5.8 6.0 150.314 165.029 0.142 43.18 0.352 0.059 43.24
25 6.0 6.3 165.029 183.577 0.157 43.24 0.355 0.069 43.31
26 6.3 6.5 183.577 204.748 0.175 43.31 0.359 0.080 43.39
27 6.5 6.8 204.748 226.561 0.194 43.39 0.363 0.088 43.48
28 6.8 7.0 226.561 237.783 0.209 43.48 0.368 0.082 43.56
29 7.0 7.3 237.783 229.969 0.210 43.56 0.372 0.050 43.61
30 7.3 7.5 229.969 208.608 0.197 43.61 0.375 0.001 43.61
31 7.5 7.8 208.608 178.765 0.174 43.61 0.375 -0.047 43.56
32 7.8 8.0 178.765 146.721 0.146 43.56 0.373 -0.088 43.48
33 8.0 8.3 146.721 117.400 0.119 43.48 0.368 -0.111 43.37 34 8.3 8.5 117.400 94.053 0.095 43.37 0.362 -0.119 43.25
35 8.5 8.8 94.053 76.089 0.077 43.25 0.356 -0.115 43.13
36 8.8 9.0 76.089 62.503 0.062 43.13 0.350 -0.104 43.03
37 9.0 9.3 62.503 52.241 0.052 43.03 0.344 -0.091 42.94
38 9.3 9.5 52.241 44.397 0.043 42.94 0.339 -0.079 42.86
39 9.5 9.8 44.397 38.244 0.037 42.86 0.335 -0.067 42.79
40 9.8 10.0 38.244 33.304 0.032 42.79 0.332 -0.057 42.73
41 10.0 10.3 33.304 29.121 0.028 42.73 0.329 -0.049 42.68
Time
From (
Hrs)
Time To
( Hrs)
Inflow
( i1)
m3
/ s
M.I.Dam @ Nileli.Tal-Kudal,Dist-SindhudurgFLOOD ROUTING CALCULATIONS
SPILLWAY DETAILS
StepTotal inflow
M m3 / s
Elev @ start
of step
m
Area @ start
of step M sqm
Inflow
( i2)
m3 / s
Area
of ste
Trial depth above
Ele @ start
m
Elev @ end of
step m
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42 10.3 10.5 29.121 25.453 0.025 42.68 0.326 -0.043 42.64
43 10.5 10.8 25.453 22.134 0.021 42.64 0.324 -0.038 42.60
44 10.8 11.0 22.134 19.098 0.019 42.60 0.322 -0.035 42.57
45 11.0 11.3 19.098 16.302 0.016 42.57 0.320 -0.032 42.54
46 11.3 11.5 16.302 13.702 0.014 42.54 0.318 -0.030 42.51
47 11.5 11.8 13.702 11.278 0.011 42.51 0.317 -0.028 42.48
48 11.8 12.0 11.278 9.051 0.009 42.48 0.315 -0.026 42.45 49 12.0 12.3 9.051 7.050 0.007 42.45 0.314 -0.025 42.43
50 12.3 12.5 7.050 5.296 0.006 42.43 0.312 -0.024 42.40
51 12.5 12.8 5.296 3.788 0.004 42.40 0.311 -0.022 42.38
52 12.8 13.0 3.788 2.625 0.003 42.38 0.310 -0.021 42.36
53 13.0 13.3 2.625 1.909 0.002 42.36 0.309 -0.019 42.34
54 13.3 13.5 1.909 1.488 0.002 42.34 0.308 -0.016 42.33
55 13.5 13.8 1.488 1.284 0.001 42.33 0.307 -0.014 42.31
56 13.8 14.0 1.284 1.227 0.001 42.31 0.306 -0.012 42.30
57 14.0 14.3 1.227 0.000 0.001 42.30 0.306 -0.011 42.29
58 14.3 14.5 0.0 0.00 0.000 42.29 0.305 -0.011 42.28
59 14.5 14.8 0.0 0.00 0.000 42.28 0.304 -0.009 42.27
60 14.8 15.0 0.0 0.00 0.000 42.27 0.304 -0.007 42.26
61 15.0 15.3 0.0 0.00 0.000 42.26 0.304 -0.006 42.26 62 15.3 15.5 0.0 0.00 0.000 42.26 0.303 -0.005 42.25
63 15.5 15.8 0.0 0.00 0.000 42.25 0.303 -0.004 42.25
64 15.8 16.0 0.0 0.00 0.000 42.25 0.303 -0.003 42.24
65 16.0 16.3 0.0 0.00 0.000 42.24 0.303 -0.003 42.24
237.783 Max high flood level rached = 43.61 m
-
8/2/2019 Nilelil SPF Flood
18/25
0
50
100
150
200
250
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17
DISCHARGEin
m3/sec
HOURS
INFLOW OUT FLOW CHART
Inflow ( i1)m3 / s
Outflow @ start of step (O1 )M m3 / s
-
8/2/2019 Nilelil SPF Flood
19/25
-335544.32
-
8/2/2019 Nilelil SPF Flood
20/25
-
8/2/2019 Nilelil SPF Flood
21/25
-335544.32
-
8/2/2019 Nilelil SPF Flood
22/25
Annexture 7.5
Non Uniform Flow in tail channel for 100 % Routed Flood Without Intervention
Chaina
ge
Q Total Min Ch
El
W.S.
Elev
Crit
W.S.
E.G.
Elev
E.G.
Slope
Vel
Chnl
Flow
Area
Top
Width
Froude
No(m3/s) (m) (m) (m) (m) (m/m) (m/s) (m2) (m)
0 219.28 42.18 43.18 43.18 43.68 0.04 3.14 69.82 70.00 1.05 219.28 35.78 38.77 37.10 38.84 0.00 1.19 184.22 72.40 0.2
30 219.28 32.81 37.97 37.97 38.74 0.04 3.89 56.32 37.51 1.060 219.28 31.07 33.41 34.36 36.68 0.19 8.02 27.36 22.66 2.3
125 219.28 28.91 31.80 31.81 32.58 0.03 3.91 56.15 37.09 1.0140 219.28 29.39 31.29 31.35 32.06 0.04 3.89 56.40 42.07 1.0155 219.28 27.73 30.00 30.36 31.32 0.07 5.09 43.12 33.06 1.4185 219.28 25.84 28.10 28.45 29.40 0.06 5.06 43.30 31.08 1.3200 219.28 24.67 26.68 27.20 28.26 0.10 5.56 39.43 35.14 1.6245 219.28 23.10 25.57 25.27 25.84 0.02 2.32 94.43 84.38 0.7260 219.28 22.85 25.23 25.56 0.02 2.65 86.64 78.53 0.7335 219.28 21.87 24.42 24.57 0.01 1.68 130.54 126.00 0.5380 219.28 20.69 23.50 23.40 23.89 0.03 2.77 79.11 75.00 0.8
15.00
20.00
25.00
30.00
35.00
40.00
45.00
020
40
60
80
100
120
140
160
180
200
220
240
260
280
300
320
340
360
380
400
RLinm
Chainage in m
NILELI M.I.DAM
Min Ch El (m)
W.S. Elev (m)
Crit W.S. (m)
E.G. Elev (m)
-
8/2/2019 Nilelil SPF Flood
23/25
Annexture 7.5Non Uniform Flow in tail channel for 60 % Routed Flood Without Intervention
Chainage Q Total Min Ch
El
W.S.
Elev
Crit
W.S.
E.G.
Elev
E.G.
Slope
Vel
Chnl
Flow
Area
Top
Width
Froude
No(m3/s) (m) (m) (m) (m) (m/m) (m/s) (m2) (m)
0 131.57 42.18 42.89 42.89 43.25 0.04 2.65 49.61 70.00 1.05 131.57 35.78 36.10 36.76 42.59 2.89 11.29 11.66 46.13 7.1
30 131.57 32.81 36.83 37.08 37.95 0.06 4.69 28.06 20.07 1.260 131.57 31.07 33.07 33.73 35.22 0.15 6.50 20.23 19.47 2.0
125 131.57 28.91 31.43 31.36 31.92 0.03 3.10 42.39 36.34 0.9140 131.57 29.39 30.92 30.92 31.44 0.04 3.19 41.30 39.92 1.0155 131.57 27.73 29.52 29.86 30.64 0.09 4.69 28.07 29.92 1.5185 131.57 25.84 27.70 27.90 28.58 0.05 4.17 31.55 28.18 1.2200 131.57 24.67 26.30 26.69 27.51 0.10 4.86 27.06 29.75 1.6245 131.57 23.10 25.18 24.91 25.39 0.02 2.03 64.80 70.37 0.6260 131.57 22.85 24.97 25.17 0.01 2.02 67.87 68.93 0.6335 131.57 21.87 24.05 24.17 0.01 1.55 84.82 118.45 0.5380 131.57 20.69 23.40 22.81 23.57 0.01 1.84 71.61 75.00 0.6
15.00
20.00
25.00
30.00
35.00
40.00
45.00
020
40
60
80
100
120
140
160
180
200
220
240
260
280
300
320
340
360
380
400
RLinm
Chainage in m
NILELI M.I.DAM
Min Ch El (m)
W.S. Elev (m)
Crit W.S. (m)
E.G. Elev (m)
-
8/2/2019 Nilelil SPF Flood
24/25
Annexture 7.6Non Uniform Flow in tail channel for 100 % Routed Flood With Intervention
Apron 5 m wide, End sill top RL 36,90m, Excavation and filling at Ch 60m
Chainage Q
Total
Min
Ch El
W.S.
Elev
Crit
W.S.
E.G.
Elev
E.G.
Slope
Vel
Chnl
Flow
Area
Top
Width
Froud
No
(m3/s) (m) (m) (m) (m) (m/m) (m/s) (m2) (m)0 219.28 42.18 43.18 43.18 43.68 0.04 3.14 69.82 70.00 1
5 219.28 35.40 38.77 36.39 38.81 0.00 0.91 242.06 73.59 0
9.9 219.28 35.40 38.75 38.80 0.00 0.91 240.83 73.57 0
10 219.28 36.90 38.64 38.80 0.01 1.78 123.45 72.20 0
10.5 219.28 36.90 38.63 38.79 0.01 1.78 123.23 72.19 0
11 219.28 35.78 38.74 38.79 0.00 1.03 212.00 73.28 0
30 219.28 32.81 37.97 37.97 38.74 0.04 3.87 56.62 37.78 1
60 219.28 32.00 33.25 33.97 36.26 0.37 7.70 28.49 42.29 2
125 219.28 28.91 31.83 31.81 32.53 0.03 3.70 59.30 41.21 0
140 219.28 29.39 31.35 31.35 32.05 0.03 3.71 59.16 42.32 1
155 219.28 27.73 29.97 30.35 31.35 0.07 5.22 42.05 32.94 1
185 219.28 25.84 28.11 28.45 29.39 0.06 5.02 43.69 31.17 1
200 219.28 24.67 26.68 27.20 28.26 0.10 5.57 39.36 35.11 1
245 219.28 23.10 25.57 25.27 25.84 0.02 2.32 94.43 84.38 0
260 219.28 22.85 25.23 25.56 0.02 2.65 86.64 78.53 0
335 219.28 21.87 24.42 24.57 0.01 1.68 130.54 126.00 0
380 219.28 20.69 23.50 23.40 23.89 0.03 2.77 79.11 75.00 0
15.00
20.00
25.00
30.00
35.00
40.00
45.00
020
40
60
80
100
120
140
160
180
200
220
240
260
280
300
320
340
360
380
400
RLinm
Chainage in m
NILELI M.I.DAM
Min Ch El (m)
W.S. Elev (m)
Crit W.S. (m)
E.G. Elev (m)
-
8/2/2019 Nilelil SPF Flood
25/25
Annexture 7.6Non Uniform Flow in tail channel for 60 % Routed Flood With Intervention
Apron 5 m wide, End sill top RL 36,90m, Excavation and filling at Ch 60m
Chainage Q
Total
Min Ch
El
W.S.
Elev
Crit
W.S.
E.G.
Elev
E.G.
Slope
Vel
Chnl
Flow
Area
Top
Width
Froud
No
(m3/s) (m) (m) (m) (m) (m/m) (m/s) (m2) (m)0 131.57 42.18 42.89 42.89 43.25 0.04 2.65 49.64 70.00 1.
5 131.57 35.40 37.97 36.11 37.99 0.00 0.72 183.18 72.73 0.
9.9 131.57 35.40 37.95 37.98 0.00 0.72 182.11 72.71 0.
10 131.57 36.90 37.70 37.61 37.98 0.03 2.32 56.73 71.02 0.
10.5 131.57 36.90 37.61 37.61 37.96 0.04 2.64 49.84 70.90 1.
11 131.57 35.78 37.90 36.49 37.94 0.00 0.87 150.79 72.35 0.
30 131.57 32.81 37.08 37.08 37.88 0.04 3.96 33.25 21.13 1.
60 131.57 32.00 33.05 33.56 35.24 0.42 6.56 20.06 41.92 3.
125 131.57 28.91 31.46 31.36 31.91 0.03 2.98 44.17 39.00 0.
140 131.57 29.39 30.92 30.92 31.44 0.04 3.19 41.30 39.92 1.
155 131.57 27.73 29.52 29.86 30.64 0.09 4.68 28.12 29.93 1.
185 131.57 25.84 27.70 27.90 28.58 0.06 4.17 31.53 28.17 1.
200 131.57 24.67 26.30 26.69 27.50 0.10 4.86 27.07 29.76 1.
245 131.57 23.10 25.18 24.91 25.39 0.02 2.03 64.80 70.37 0.
260 131.57 22.85 24.97 25.17 0.01 2.02 67.87 68.93 0.
335 131.57 21.87 24.05 24.17 0.01 1.55 84.81 118.45 0.
380 131.57 20.69 23.40 22.81 23.57 0.01 1.84 71.61 75.00 0.
15.00
20.00
25.00
30.00
35.00
40.00
45.00
020
40
60
80
100
120
140
160
180
200
220
240
260
280
300
320
340
360
380
400
RLinm
Chainage in m
NILELI M.I.DAM
Min Ch El (m)
W.S. Elev (m)
Crit W.S. (m)
E.G. Elev (m)