nilelil spf flood

8/2/2019 Nilelil SPF Flood

1/25

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


3/25

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


4/25

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


5/25

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


7/25

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


9/25


10/25


11/25


12/25

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


13/25


14/25


15/25

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


16/25

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


17/25

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


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


19/25

-335544.32


20/25


21/25

-335544.32


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

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Chainage in m

NILELI M.I.DAM

Min Ch El (m)

W.S. Elev (m)

Crit W.S. (m)

E.G. Elev (m)


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

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RLinm

Chainage in m

NILELI M.I.DAM

Min Ch El (m)

W.S. Elev (m)

Crit W.S. (m)

E.G. Elev (m)


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

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RLinm

Chainage in m

NILELI M.I.DAM

Min Ch El (m)

W.S. Elev (m)

Crit W.S. (m)

E.G. Elev (m)


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.

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Chainage in m

NILELI M.I.DAM

Min Ch El (m)

W.S. Elev (m)

Crit W.S. (m)

E.G. Elev (m)

nilelil spf flood

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