Transcript PROFILE  Integrated Water Resources Development & Management  Water Supply Schemes Project Management Consultancy Technical Assistance Distribution Net –work for Irrigation Projects Integrated Water Resources Development.

PROFILE
 Integrated Water Resources Development &
Management
 Water Supply Schemes
Project Management Consultancy
Technical Assistance
Distribution Net –work for Irrigation Projects
Integrated Water Resources Development & Management
Go to s-8
Water Supply Schemes
Axum Water Supply Schemes Ethiopia
Project Management Consultancy,
Completion and Operation of Sangola Branch Canal
Project Management Consultancy
World Bank Aided Hydrology Project-II
Implementing Agencies States
1. Andhra Pradesh
5
5
12
8
4
2
10
2. Chhattisgarh
3. Goa
4. Gujarat
5. Himachal Pradesh
6. Kerala
7. Karnataka
8. Madhya Pradesh
9. Maharashtra
10. Orissa
11. Pondicherry
12. Punjab
13. Tamilnadu
Central Agencies
1
3
1.
7
5
13
11
MoWR
2. CWC
3. IMD
4. CPCB
5. CGWB
6. NIH
7. CWPRS
8. BBMB
Index Map
DISTRIBUTORY NO. 11 From Km 0.00 to Km 4.635 TAKING OFF @ Km 32.700 OF
GAURAVELLI RIGHT MAIN CANAL
It is the science which deals with occurrence ,movement
and distribution of water upon ,over and beneath the earth
surface .It is in the form of cycle and known as hydrological
cycle
S-8
It is the fall of water in various forms on the earth from the atmosphere. It is in the
form of rain , snow, hail, and dew Air contains gases/such as Nitrogen, Hydrogen,
Oxygen , Co2, and Water vapors
TYPES OF PRECIPITATION
1.Convective
3.Trough
2.Orograpic
4.Cyclonic
The discharge measurement
Measuring stream stage
Current Meter
The stage-discharge relation
A Stream Gauging
I. Stage Gauging
How Stream flow is Measured
II. Stage Discharge
Curve
III. Discharge
IV. inflow
B Tank Table Data
Inflow=Final
storage – Initial
storage + spills +
withdrawals
Hydrological Analysis for different catchments in Bagh sub basin
Sr. No
1
2
3
4
5
Catchment
Up to Sirpur
Up to Kalisarar
Up to Pipriya
Below Pipriya
Remaining catchment
Area
437.6
Bagh Catchment Sirpur
Homoginity
Inflow Data
R-R Equation
Weightage
Deori
0.13
Bonde
0.11
July
R =0.542*P -94.13
R =0.542*P -94.13
Sirpur
0.76
August
R = 0.608* P -82.54
R = 0.608* P -82.54
September
R= 0.720 *P -39.28
R= 0.720 *P -39.28
October
R = 0.298 *P +1.37
R = 0.298 *P +1.37
Annual
R= 0449*P-201.90
R= 0449*P-201.90
Sirpur Tank Data
Month
Modeling
Generated series
June
R = 0.214 * P -14.79
R = 0.214 * P -14.79
133.42
234
303.54
1674.44
Sirpur Homoginity
7
Rainfall Data
R.G.
2783
Sirpur
0.95
Pipriya
0.05
Pipriya
Pipriya
1
1
Kalisarar Tank Data
GDS at Pipriya
Homoginity
June
R = 0.121 *P -8.367
R = 0.121 *P -8.367
July
R = 0.429 * P -80.49
R = 0.429 * P -80.49
August
R = 0.557 *P -67.09
R = 0.557 *P -67.09
September
R = 0.720 *P -38.57
R = 0.720 *P -38.57
October
R = 0.095* P + 4.66
R = 0.095* P + 4.66
Annual
R=0.414*P-153.00
R=0.414*P-153.00
June
R = 0.154 * P -16.29
R = 0.154 * P -16.29
R = 0.955 * P -233.80
July
R = 0.955 * P -233.80
August
R = 0.421 *P -99.46
R = 0.421 *P -99.46
September
R = 0.395 * P +5.099
R = 0.395 * P +5.099
October
R = 0.497 * P + 1.956
R = 0.497 * P + 1.956
Annual
R=0.566*P-373.00
R=0.566*P-373.00
June
R = 0.154 * P -16.29
with upper
July
R = 0.955 * P -233.80
pripriya
August
R = 0.421 *P -99.46
September
R = 0.395 * P +5.099
October
R = 0.497 * P + 1.956
Annual
R=0.566*P-373.00
June
R = 0.214 * P -14.79
Gondia
0.50
Homoginity
Rengapar
0.03
with Sirpur
July
R =0.542*P -94.13
Deori
0.16
catchment
August
R = 0.608* P -82.54
Sirpur
0.09
September
R= 0.720 *P -39.28
Pipariya
0.22
October
R = 0.298 *P +1.37
Annual
R=0.545*253.80
Summation of Monthly Inflows of up to sirpur,
upto Kalisara, Up to Pipriya, Below Pipriya and
remaining catchment with sirpur Homoginity
Annual Interceptions in minor tanks, K.T. Weirs and Ex Malgujari Tanks
C.A.
Sr. No
Catchment
Sqkm
1
up to Sirpur
437.6
up to
Kalisarar
2
Interception
Rate
Monsoon Yield(Mm3)
Mm3/Sqkm Average
50%
Intercept yield (Mm3)
75%
Average
50%
75%
Total Yield Mm3
Type
MI Tanks KT
wairs (68)
Mm3
7.884
Average
50%
75%
Ex Mal Gujari
Tanks
3.183
Total
11.07
0.0253
189.6
194
154
11.067
11.3
8.969
200.637
205
162.609
0.31
0.305
0.0023
50.34
50.1
40.7
0.305
0.3
0.247
50.645
50.4
40.937
0
90.52
84.7
60.1
0
0
0
90.52
84.7
60.1
0.0276
117.4
110
78
8.38
7.83
5.564
125.8
118
83.524
MI Tanks KT
wairs (5)
133.42
Ex Mal Gujari
Tanks
Total
Eastern Bagh
up to Pipriya
3
MI Tanks and
KT wairs (21)
234
Eastern Bagh
below
Pipriya
4
0
0
Ex Mal Gujari
Tanks(13)
303.54
Remaining
Catchment
5
8.38
8.38
MI Tanks and
KT wairs (201)
1674.44
161.1
Ex Mal Gujari
Tanks(653)
6
Total
Total
48.69
209.7
0.1253
684
683
511
209.74
209
156.8
893.78
893
668.127
Total
229.5
0.0825
1128
1121
836
229.492
228
170.1
1357.54
1349
1006.16
2783
Post monsoon inflows
Sr.No Catchment
26
a) Up to
Sirpur
b) Up to
Kalisarar
c) Up to
Pipriya
Ariea
Station
437.60 1.Deori
1280
2.Bonde
0.13
0.11
3.Sirpur
0.76
1343 1324.9 1272.05
133.42 1.Sirpur
2.Pipriya
234
1.Pipriya
d) Below
Pipriya
303.54 1.Pipriya
e)
Remaining
catchment
1674.4 1.Gondia
f) Bagh Sub
basin
Waighte Annual Weight Mansoon Post
Post
d
Rainfall(
ed
Rainfall Mansoo Monsoon
mm) Rainfall (mm)
n
Runoff
(mm)
Rainfall
Annual
(mm)
1343
0.05
1348 1343.3 1279.63
1.00
Post Mansoon Yield
Avg.
50%
75%
189.57
193.51 153.6
50.33
50.14 40.69
90.52
84.59
Avg.
50%
75%
Annual Yield
Avg.
50%
75%
1249
0.95
1.00
Mansoon Yield
1348 1348.0 1341.95
1348 1348.0 1341.95
0.50
1127.07
2.Rengapar
0.03
1280
3.Deori
0.16
1280
4.Sirpur
0.09
1343
5.Pipariya
0.22
1348 1224.1 1214.56
2783 a) Up to Sirpur
0.16
1324.88
b) Up to
Kalisarar
0.05
1343.3
c) Up to Pipriya
0.08
1348
d) Below Pipriya
0.11
e) Remaining
0.60
52.83
0.014
***
0.030
63.64
0.015
***
0.031
6.05
0.001
***
0.030
6.05
0.001
***
0.030
9.54
0.003
***
0.030
5.74
5.86
4.65
195.31
199.37
158.29
1.583 1.577
1.280
51.91
51.72
41.97
60.1
2.72
2.54
1.803
93.24
87.13
61.90
117.42
109.73 77.96
3.52
3.29
2.34
120.94
113.02
80.30
684.04
683.25 511.3
20.52 20.50
15.34
704.56
703.75
526.68
19.5
0.005
***
0.030 1128.05 1120.64 836.1
33.97 33.75
25.18 1162.02
1154.39
861.25
1348
1224.10 1269.6 1250.14
Annual Yield Bagh Sub Basin
Catchment
C.A
Monsoon Yields
Avg
50%
interception
75% Avg
Post Monsoon flows
50%
75% Avg
Total Flows
50%
75% Avg
50%
75%
a) Up to Sirpur
437.6
189.57
193.51
153.64
11.07
11.3
8.97
5.61
5.73
4.55
206.25
210.54
167.16
b) Up to
Kalisarar
133.4
50.33
50.14
40.69
0.31
0.3
0.25
1.54
1.53
1.24
52.18
51.97
42.18
234
90.52
84.59
60.1
0
0
0
2.72
2.54
1.8
93.24
87.13
61.9
d) Below Pipriya
303.5
117.42
109.73
77.96
8.38
7.83
5.56
3.52
3.29
2.34
129.32
120.85
85.86
e) Remaining
1674
684.04
683.25
511.34
209.74
209.5
156.77
20.52
20.5
15.34
914.3
913.25
683.45
f) Bagh Sub basin
g) Yield Rate
Mm3/Sq.Km
2783
1128.05
0.405
1120.64
0.403
836.07
0.3
229.49
0.082
227.98
0.082
170.08
0.061
33.8
0.012
33.58
0.012
25.05
0.009
1391.34
0.5
1382.2
0.497
1031.2
0.371
c) Up to Pipriya
Sub basin Bagh R R Modeling for Water Availability
Sr. No
Sub basin Catchmen Rain Gauge Station
t Area SqKm
Name Weightage
Bagh
a) Up to
Sirpur
1.Deori
2.Bonde
3.Sirpur
GDS /Tank Table
Data
GDS
Tank
Table
0.13
0.11
0.76
437.60
Weighted Rainfall mm
Sirpur
June
July
August
September
October
Annual
b) Up to
Kalisarar
STD
Cv
95%
90%
75%
60%
50%
Max
Min
Average
STD
Cv
230.10
420.13
399.34
175.29
47.18
120.22
133.64
130.17
110.01
49.47
0.52
0.32
0.33
0.63
1.05
98.38
229.42
256.36
62.95
0.00
98.60
256.30
284.23
72.07
0.46
131.50
349.21
324.00
99.78
18.01
160.92
377.00
349.70
130.31
27.74
228.83
427.19
371.85
151.47
34.46
R = 0.214*P – 14.79
R = 0.542P- 94.13
R = 0.608*P – 82.54
R = 0.720*P – 39.28
R = 0.298*P +1.367
33.94
118.68
150.37
121.82
22.98
0.81
0.00
26.84
0.00
0.60
15.08
58.92
70.13
38.69
6.75
11.26
30.71
34.63
33.76
6.45
0.75
0.52
0.49
0.87
0.96
75%
60%
50%
2.74 2.76 5.84
13.22 19.60 41.63
32.09 39.50 50.08
2.65 5.52 14.25
0.60 0.66 2.95
2252.31 752.58 1272.05 316.58
0.25
901.54 1000.28 1064.77 1202.68
1281.75
R= 0.499*P-201.90
398.50
66.87
189.57
R = 0.121*P –
8.367
6.59
0.09
R = 0.429*P- 80.49 25.81
0.00
95%
90%
8.60
48.22
56.92
23.87
4.22
14.96
60.13
62.81
30.53
5.09
71.64
0.38 103.71 119.85 153.64 164.42
193.51
2.70
2.18
0.81
0.13
0.39
0.78
1.52
2.82
13.01
7.26
0.56
0.62
3.38
9.41
11.30
13.31
74.53
236.68 135.17
0.57
77.40
93.12
117.48
163.38
243.94
2.Pipriya
0.05
July
638.54
137.38
412.35 132.18
0.32
195.94
246.69
352.27
384.68
420.26
August
741.58
234.78
403.60 148.20
0.37
244.87
280.74
328.86
335.99
350.22
46.16
8.50
21.04
11.01
0.52
9.27
11.92 15.51
16.02
17.06
September 460.42
11.36
179.90 116.40
0.65
70.72
74.02
93.86
125.48
168.46
R = 0.720*P -38.57 39.08
0.00
12.35
10.89
0.88
1.84
1.95
3.87
6.91
11.05
0.00
47.10
11.03
29.09
32.67
R = 0.095*P + 4.66
3.15
0.62
1.22
0.73
0.60
0.62
0.63
0.77
0.99
1.04
50.33
20.53
0.41
24.77 25.96 40.69
44.01
50.14
Kalisarar
1.00
234
Pipriya
1.00
Homoge
neity
with
Upper
Pipriya
303.54
2783
Average
477.25
1.Gondia
0.50
2.Renga
par
0.03
e)
Remainin
3.Deori
g
1674.4
4.Sirpur
catchmen
t
5.Pipariy
a
f) Bagh
Sub basin
Min
77.79
134.74
236.63
13.10
0.00
June
1.Pipriya
d) Below
Pipriya
Max
431.57
674.07
700.94
441.21
171.60
0.95
133.42
26
R-R Model
1.Sirpur
1.Pipriya
c) Up to
Pipriya
Yield (Mm3)
Month
0.16
0.09
0.22
Homoge
neity
with
Sirpur
catchme
nt
R = 0.557*P –
67.09
October
199.57
57.29
1.22
0.00
0.51
Annual
2274.52 726.84 1279.63 345.59
0.27
886.12
905.75
1062.00 1196.39
1293.16
R= 0.414*P-153
101.71
15.72
June
463.00
45.20
239.96 130.64
0.54
55.65
101.83
144.25
192.96
243.25
R = 0.154*P –
16.29
12.87
0.00
5.04
4.42
0.88
0.00
0.04
1.39
3.14
4.95
July
838.80
210.60
424.79 181.55
0.43
211.55
237.70
302.13
362.08
395.05
R = 0.953P- 233.80 132.34
0.00
40.88
39.49
0.97
0.00
0.00 12.67
26.04
33.39
August
773.80
229.20
410.96 153.01
0.37
246.49
253.88
310.30
349.04
382.90
52.96
0.00
17.25
15.03
0.87
1.04
1.74
7.30
11.11
14.45
September 604.40
29.00
220.71 161.94
0.73
29.95
42.69
94.55
165.60
182.90
57.06
3.87
21.59
14.97
0.69
3.96
5.14
9.93
16.50
18.10
0.00
45.53
0.00
0.00
0.00
14.12
18.30
27.21
0.46
5.75
7.50
1.30
0.46
0.46
0.46
2.10
2.59
195.03
27.79
90.52
43.82
0.48
35.40 51.95 60.10
70.57
84.59
16.70
0.00
6.54
5.73
0.88
0.00
0.05
1.80
4.08
6.43
R = 0.953P- 233.80 171.68
0.00
53.03
51.22
0.97
0.00
0.00 16.43
33.77
43.31
68.69
0.00
22.37
19.50
0.87
1.35
2.25
9.46
14.41
18.74
74.01
5.02
28.01
19.42
0.69
5.14
6.67 12.88
21.40
23.48
0.59
October
230.00
64.45
1.42
Annual
1957.80 793.30 1341.95 291.46
0.22
June
463.00
45.20
239.96 130.64
July
838.80
210.60
424.79 181.55
August
773.80
229.20
September 604.40
29.00
0.00
931.15 1098.24 1190.23 1309.80
1364.90
0.54
55.65
101.83
144.25
192.96
243.25
0.43
211.55
237.70
302.13
362.08
395.05
410.96 153.01
0.37
246.49
253.88
310.30
349.04
382.90
220.71 161.94
0.73
29.95
42.69
94.55
165.60
182.90
45.53
0.00
0.00
0.00
14.12
R = 0.421*P –
99.46
R = 0.395*P
+5.099
R = 0.497*P +
1.956
R=0.566 *P -373
R = 0.154*P –
16.29
931.15 1098.24 1190.23 1309.80
1364.90
R = 0.421*P –
99.46
R = 0.395*P
+5.099
R = 0.497*P +
1.956
R=0.566 *P -373
0.49
57.07
93.10
139.19
189.74
228.56
R = 0.214*P – 14.79
128.08
0.00
54.47
0.68
0.00
9.29 25.11
43.22
57.13
0.40
176.59
211.07
285.71
336.95
398.15
R = 0.542P- 94.13
543.18
0.00
194.76 140.35 0.72
2.89
33.94 101.68 148.18
203.72
387.33 159.63
0.41
223.32
250.51
285.16
337.03
367.96
R = 0.608*P – 82.54
604.03
21.83
256.11 162.51 0.63
89.15 116.82 152.10 204.91
236.40
184.12 122.43
0.66
40.33
74.76
107.28
121.05
147.18
R = 0.720*P – 39.28
566.60
0.00
158.31 145.06 0.92
0.00
27.70 63.56
80.17
111.67
36.28
11.99
19.49
26.36
R = 0.298*P +1.367
57.88
2.52
20.39
2.69
3.58
12.01
15.44
R= 0.499*P-201.90
684.04 305.05 0.45 297.98 363.04 511.34 628.50
683.25
October
230.00
64.45
1.42
Annual
1957.80 793.30 1341.95 291.46
0.22
June
426.56
35.34
218.70 107.99
July
772.19
171.09
388.12 154.86
August
729.07
157.20
September 524.53
36.94
0.46
18.30
October
111.40
33.60
0.93
0.79
2.59
Annual
2167.87 735.25 1214.56 325.05
0.27
779.02
828.77
1067.91 1134.40
1196.59
June
432.21
52.92
228.81 111.15
0.49
62.69
97.28
144.37
208.93
230.26
July
762.46
171.29
399.80 150.22
0.38
225.07
237.03
294.10
342.78
430.19
August
720.67
232.85
388.13 139.39
0.36
242.45
265.93
301.92
335.12
358.78
September 523.17
41.64
192.24 124.88
0.65
47.51
58.44
110.02
146.48
165.29
0.27
41.16
15.16
24.88
30.39
October
114.27
36.19
0.88
0.48
1.64
Annual
2146.80 810.65 1250.14 307.93
0.25
836.21
944.54
1108.98 1191.76
1202.41
35.29
0.59
7.46
9.72
1.30
0.59
0.59
2.72
3.35
252.99
36.05
117.42
56.84
0.48
45.92 67.39 77.96
91.54
109.73
37.27
1533.69 172.24
195.99 2.85
85.56
Summation of
358.80
Monthly Inflows of 991.72 0.00
up to sirpur, upto
900.14 117.64 377.81
Kalisarar, Up to
Pipriya, Below
858.62 13.71 263.39
Pipriya and
113.07 4.79
42.48
Remaining
catchment with
Sirpur Homoginity 2481.91 458.41 1128.05
16.77
58.58
0.82
0.68
72.96
85.66
58.41 83.42 160.77 260.65
382.41
223.25 0.59 141.93 184.77 241.80 289.09
336.09
220.21 0.84
19.11 41.32 115.73 171.98
194.23
34.20
4.96
30.36
259.52 0.72
0.81
3.29
8.27
14.09 37.47
5.91 18.48
27.92
477.86 0.42 526.31 589.63 836.07 993.71 1120.64
Godavari Khore in Maharashtra Water Availability
Sr.No
Sub Basin
C.A.
Weighted Average Rainfall (mm)
Yield Water Availability
Remark
Max
Min
Mean
Std
CV
75%
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
Upper
Godavari
Pravara
Mula
Middle
Godavari
Manjara
Terna
Lendi
Manar
Dudhana
Purna
Kayadhu
Penganga
SudhaSurvarna
Pus
Aurnavati
Bembala
Wardha
Venna
Irahi
Andhari
Nagg
Kolar
Kanhan
Pench
Vainganga
Bagh
Gadhavi
Khobragadi
Pranhita
Indravati
Ground
Surface
50%
Avg
Yield
Mm3
Rate
Mm3/Sq
km
Yield
Mm3
Rate
Mm3
/Sqk
m
Yield
Mm3
75%
Total
Avg
Dept
Rate Yield Rate Yield Rate Yield Rate h
Mm3 Mm3 Mm3 Mm3 Mm3 Mm3 Mm3 mm
/Sqk
/Sqk
/Sqk
/Sqk
m
m
m
m
17482.00
1290.40
423.57
760.5
217.73
0.29
2670.31
0.15
3459.01
0.20
3900.24
0.22
Monthely
3170.65
1590.16
2496.36
1182.34
1526.91
1396.52
423.24
364.49
563.50
709.47
770.86
794.559473
181.6709
277.55
222.6331
0.26
0.36
0.28
319.09
328.1153
291.1875
0.10
0.21
0.12
428.91
404.53
420.17
0.14
0.25
0.17
470.85
438.74
418.66
0.15
0.28
0.17
Fort nightly
Fort nightly
Fort nightly
2179.84
13577.00
1755.77
552.21
998.06
316.69
0.32
349.06
6054.66
0.16
0.45
709.16
7728.05
0.33
0.57
693.63
7968.46
0.3
0.6
Yearly
Yearly
1911.58
4688.42
1758.21
1546.6
282.37
435.9
895.77
923.9
370.02
270.9
0.42
0.3
596.14
603.29
0.3119
0.1287
808.45
1120.33
0.4
0.2
880.63
1395.2
0.5
0.3
5673.77
1289.13
528.70
915.61
197.63
0.22
965.03
0.17
1189.21
0.2
1223.16
0.22
Monthely
2783.00
1558.83
1851.60
3181.36
5345.76
2146.7988
1873.113
2459.3708
1739.7944
2013.5569
810.65
712.51
1086.97
888.05
1072.65
1250.14124
1146.65723
1518.18843
1335.21903
1430.14506
307.934
233.769
433.741
251.7033
252.8457
0.25
0.20
0.29
0.19
0.18
836.07
481.5127
612.2613
1191.548
2350.884
0.30
0.31
0.33
0.37
0.4398
1120.64
613.44
698.1398
1600.128
2676.82
0.40
0.39
0.38
0.50
0.50
1128.05
648.60
775.83
1502.39
2855.51
0.41
0.42
0.42
0.47
0.53
Monthely
Monthely
Monthely
Monthely
Monthely
Water Supply Schemes
Axum Water Supply Schemes Ethiopia
Rain fall data availability chart
Sr,No
Station
1960
1 Axum
1970
1980
1990
1963
2000
2010
1981
1993
2005
2 Adwa
1963
1981
1992
2005
3 Endalasse
1963
1981
1992
2005
4 Abi Adi
1971
1982
1995
2005
5 Adigrat
1971
1982
1994
2005
6 AdiGudom
1971
7 Ambagiworgis
1965
8 Aykel
1965
9 Dambat
10 Debark
11 Gonder
1988
1993-1996
1970
1988
1970
1988
1997
2004
1993
2004
2004
1971
1988 1992
1961
2005
1992-1996
14 Ibnat
1972
15 Lalibela
1973
2002
1990
1989
1960
2005
1961
1992-1997
18 Samre
1971
1982
19 Sekota
1971
1982
20 Wukro
1971
21 Zarima
2004
1965
13 Humera
17 Metema
2005
2004
12 Hawzen
16 Mekele
1991
1999
2005
1988 1991
1970
NOTE
2004
1988
Data is available
Data is not available
2005
2002
2004
Monthly Rainfall Histogram at Axum
Month
June July
Average (mm)
78.1 215
192
60.5
31.4
6.3
1.1
5.2
2.2
17.1
29.4
39
Maximum(mm)
167 428
442
125
161
13
28
53
25
130
26
122
14
23
7
0
0
0
0
0
0
0
0
Minimum(mm)
85
August September October November December January February March April May
470
460
450
440
430
420
410
400
390
380
370
360
350
340
330
320
310
300
290
280
270
260
250
240
230
220
210
200
190
180
170
160
150
140
130
120
110
100
90
80
70
60
50
40
30
20
10
0
max
average
min
Histogram For Monthly Metrological Parameter At Adwa
Month
June
July
August
September
October
November
December
January
February
March
April
May
A.TEMp.oC
28.5
24.7
23.94
26.38
28.09
27.49
27.26
27.38
29.3
26.98
30.39
30.84
A.Humidity(%)
52
73.67
80.67
59.57
38.17
32.17
29.67
23.83
21.17
27.17
34.33
32.33
Wind
velocity(m/s)
1.56
1.56
1.46
0.98
1.03
0.96
0.88
1.14
1.41
1.73
1.55
1.52
A.Humidity
Temp.
40
30
20
10
0
T…
100
80
60
40
20
0
A.H…
Wind velocity
2
1.5
1
0.5
0
Wind velocity
Gauged discharge data of Ayehida near Axum
Ser No.
Stage
(m)
Velocity
(m/s)
Area (m)2
Discharge
(m3 /s)
1.
1.52
0.27
0.981
0.265
2.
1.30
0.25
0.64
0.16
3.
0.47
0.14
0.436
0.06
4.
0.29
0.10
0.35
0.035
5.
.012
0.004
0.025
0.001
The discharge at 0.10 m is zero and therefore zero of gauge (Ho) is
considered as 0.1 m. The stage discharge curve is developed as
Q= K (H-Ho )n
Where = Q = discharge in m3 /sec
K = constant
Recommended R-R models for monthly and annual flow estimation
Sn
Month
Recommended R-R Model
r²
1
June
R = 0.077P + 1.444
0.72
2
July
R = 0.088P - 0.8301
0.7863
3
August
R = -0.000P2 + 0.31P - 13.84
0.639
4
September
R = 0.0005 P2 - 0.0143P + 9.0613
0.2466
5
October
y = 0.0375P + 5.0323
0.2683
6
November
R = 0.248P + 3.8361
0.5395
7
December
R = 0.1025 P2 - 2.759P + 7.3878
0.3771
8
January
R = -0.0143 P2 + 0.4139P + 7.1084
0.4802
9
February
R = -0.1879 P2 + 1.7993P + 4.8043
0.1359
10
March
R = -0.1477 P2 + 1.4071P + 5.3598
0.0867
11
April
R = 0.0012 P2 - 0.1204P + 7.8332
0.0544
12
May
R = 0.0012P2 - 0.1204P + 7.8332
0.7471
13
Annual
R = -0.0005 P2 + 0.6222P - 81.516
0.1538
Summery of the estimated flow parameters at Maychew Dam site
(Mm3)
June
July
Aug.
Sept
Oct.
Nov.
Dec
Jan.
Feb
Mar.
Apr
May
Annual
Hypothetical
Annual Actual
Mean.
1.24
3.02
7.64
1.37
1.03
.90
1.11
1.23
.83
.72
.96
1.06
21.11
21.10
Max
2.38
6.13
20.48
1.49
1.84
3.65
1.68
1.69
1.52
1.45
1.30
2.63
46.24
32.82
Min.
0.42
1.11
00
2.22
0.84
0.64
0.38
0.0
0.0
0.0
0.70
0.80
7.11
11.84
50
1.19
2..94
6.67
1.38
0.99
0.68
1.23
1.18
0.8
0.89
0.96
0.96
16.93
21.49
60
1.10
2.45
5.74
1.35
0.96
0.68
1.23
1.18
.80
0.79
0.85
0.92
18.05
18.44
75
0.96
2.29
4.09
1.31
0.86
0.64
1.23
1.18
0.80
0.0
0.76
0.86
14.98
16.84
90
0.64
1.47
2.70
1.27
0.84
0.64
0.38
1.18
0.80
0.0
0.71
0.8
11.43
15.02
95
0.50
1.40
1.87
1.25
0.84
0.64
0.38
1.18
0.68
0.0
0.71
0.8
10.25
14.37
Reservoir sedimentation
Sr.no
Method
Rate(m
Area Capacity Curve for Maychew Dam
3/sqkm
/yr)
(ii)
(iii)
(iv)
(v)
(VI)
Jenson Painter
1900
Log (s) = -2.032 + 0.1 Log
(D) – 0.31 Log (A) + 0.75
log (H) + 1.104 log(P)+
0.368 log (T) – 2.324 log
(V)+ 0.786 log (G)
Longbein &Shum
223
125 ton/sqkm/yr with a
mean annual rainfall of 740
mm.
Flaming
Qs = aqwn
2541
Borkena Dam
1375
3
observed as 1375 m
/sqkm/yr
Direct Measurement
434
reported
sedimentation
rate as 434 m3/sqkm /yr.
Maria Shito
468
3
5260 tons/mm / yr.
y = -0.0009x2 + 0.0758x
+ 0.1057
R² = 0.9826
2
1.8
1.6
1.4
area(Mm2)
(i)
Area capacity curve
area capacity
curvve
1.2
1
Poly. (area
capacity curvve)
0.8
0.6
0.4
0.2
0
0
50
capacity(Mm3)
Projected Demand for Axum Town
Year
Population
Annual(Mm3)
Total Demand
1
75614
1.55
1.70
2
78994
1.82
2.00
3
82535
2.12
2.34
4
86238
2.30
2.53
5
90116
2.47
2.72
6
94178
2.66
2.92
7
98059
2.85
3.13
8
102102
3.05
3.36
9
106311
3.27
3.59
10
110696
3.50
3.85
11
115265
3.75
4.12
12
119780
3.85
4.24
13
124474
4.12
4.53
14
129354
4.40
4.84
15
134426
4.70
5.17
16
139700
5.02
5.52
17
144889
5.35
5.89
18
150273
5.71
6.28
19
155858
6.08
6.69
20
161655
6.49
7.13
21
167668
6.91
7.60
22
173555
7.35
8.09
23
179653
7.82
8.60
24
185968
8.31
9.15
25
192505
8.84
9.72
26
199275
9.40
10.34
27
205871
9.97
10.97
28
212688
10.58
11.63
29
219733
11.22
12.34
30
227014
11.89
13.08
31
234538
12.61
13.87
32
234538
12.61
13.87
33
234538
12.61
13.87
34
234538
12.61
13.87
35
234538
12.61
13.87
36
234538
12.61
13.87
37
234538
12.61
13.87
38
234538
12.61
13.87
39
234538
12.61
13.87
40
234538
12.61
13.87
41
234538
12.61
13.87
42
234538
12.61
13.87
43
234538
12.61
13.87
44
234538
12.61
13.87
45
234538
12.61
13.87
46
234538
12.61
13.87
Reservoir sizing
Annual Deficit Chart
0.8
Annual Deficit Chart
0.7824
04533
1.5
0.7
0.6
0.5
Deficit
0.4
Mm3
0.3
0.2
0.1
0
Col…
0.1702
0.1667
21937
78492
1
Deficit
Mm3
0.5
0
0000000000000000000000000000000000000000000
1 6 1116212631364146
Years
1.0297
77686
0.6510
06854
0.4247
C…
75227
0000000000000000000000000000000000000000000
1 6 1116212631364146
Years
Synthetic Unit Hydrograph for Maychew Dam site
Sn
Description
Value
1
Length of the main stream(L)(Km)
28
2
Length of the main stream near the
centroid(Lc) from out fall(Km)
17.46
3
CachimentareaKm2)
166.3
4
coefficient depend on theretation and
storage characterstics(Cp)
0.93
Hr
0
2
6
12
24
32
5
Coefficient depend on the
characterstics(Cl)
0.5
Discharge (m3/s)
For 3.42 cm rain
fall
0
18.85
28.27
37.7
28
18.9
6
Basin Lag (Tp)(hr)
11.4
Discharge (m3/s)
for 2cm rain fall
0.0
11.0
16.5
22.0
16.5
11.0
7
Unit duration (Tr)(hr)
2.073
8
Peak Discharge (Qp)(m3/s)
37.7
SUH Ordinates 2 Hour Duration
2hr duration 3.42 cm…
40
9
Peak Discharge (qp)per unit area(m3/s)
0.227
10
Base period(T)( days)
4.425
11
Weidth fifty(W50)(hr)
29.3
12
Weidth seventy five(W75)(hr)
16.75
13
Slop
0.017
14
exponential index(n)
0.38
15
time of concentration(hr)
4
30
20
10
0
0
50
100
150
S curve and Unit Hydrograph Maychew Dam site
S-curve ordinates
S-Curve
Shi S-curve
500
400
300
200
100
0
0
50
hours
M3/s
UH-1
25
20
15
10
5
0
100
150
UH-2
+
0
20
40
60
Hours
80
100
120
Axum storm Analysis
year
Maximum Rain Fall in
Day
1992
67.8
1993
30
1994
56.5
1995
34.2
1996
89.2
1997
35.2
1998
77
1999
50
2000
115.4
2001
66.4
2002
23.4
2003
2004
Maximum of
Maximum
rain Fall
Maximum One day Rain fall at Axum for Various return Period
Return Period
TY
k(constant)
P(mm) in a day
P(mm)in24 hours rain
20
2.970195
2.012486
106
121.51
50
3.901939
2.82066
126
144.89
39.9
100
4.600149
3.426272
141
162.41
49
500
6.213607
4.82575
176
202.89
2005
53
1000
6.907255
5.427405
192
220.29
2006
70.4
10000
9.21029
7.425007
242
278.07
2007
62
100000
11.51292
9.422257
292
335.85
2008
16.3
PMS
13.81551
11.41947
342
393.62
Average
55.04117647
STD
25.15318218
CV
0.456988455
115.4
Discharge(m3/s)
Flood Hydrograph for different R.P
Maychew Dam site
800
700
600
500
400
300
200
100
0
"20--234"""
"""50"" -- 275"
""1000""--407"
""10000""--508"
0
50
100
Hours
150
"""1000000""--710"
Design Flood
The following standards are used for Design floods.
1.
Indian Standards
•Spillway Design:- SPF for dams having storage capacity up to 60 Mm3 or
dam height up to 30m and PMF for dams having storage capacity more than
60mm3or dam height more than 30m
•Coffer dam:- 5 years return flood or construction period whichever is
higher.
2.
ICE (Institute of Civil Engineers, GB)
• Spillway design :a.Reservoir at full supply level and 10000 year return period or 0.5 PMF which
ever is
higher is impinging for standard condition where over topping is not
permitted.
b. Reservoir at full supply level and 10000 year return period or 0.3 PMF
whichever is higher for non standard
condition where over topping is rarely
permitted
•Coffer dam
•20 years return period.
As per Indian standard the design flood shall be PMF that is 710.82 m3/s as dam height
is more than 30m. The design flood shall be 508.62m3/s as it is more than half the PMF.
However it is recommended that the design flood shall be considered as 710.82m3/s
because:
•It is the water supply project evolving high risk
•There is no substantial difference between PMF and 10000 year return period flood
•Being on safer side
Flood Routing for Maychew Dam
Spillway length 85m,Return Period 10000& PMF years planning scenario 50
year and out flow rating curve
Sn
Elevation
Head
Discharge
1
1685
0
0
2
1686
1
179
3
1687
2
505
4
1688
3
928
5
1689
4
1428
6
1690
5
1996
7
1691
6
2623
8
1692
7
3306
9
1693
8
4039
10
1694
9
4820
11
1695
10
5645
B
Sn
1
2
3
4
5
6
7
8
9
10
11
12
13
14
Elevation
1685
1686
1687
1688
1689
1690
1691
1692
1693
1694
1695
Storage Integration Curve
Routing time=1 hours
Storage
O/2
S/t
S/T+O/2
Outflow
10.29
0
2858.721
2859
0
11.18
89
3104.924
3194
179
12.10
252
3361.13
3614
505
13.06
464
3627.178
4091
928
14.05
714
3902.69
4617
1428
15.08
998
4188.471
5186
1996
16.14
1312
4484.531
5796
2623
17.24
1653
4789.907
6443
3306
18.37
2019
5102.883
7122
4039
19.53
2410
5425.42
7835
4820
20.73
2822
5759.247
8582
5645
6000
Flood Routing
5000
y = 0.9837x - 3010.6
3000
2000
1000
Series1
0
0
1000 2000 3000 4000 5000 6000 7000 8000 9000
600
500
400
300
200
100
0
-100 0
Discharge(m3/s)
4000
Infl
ow
50
100
Time(hr)
150
Spillway Analysis
50 year planning scenario
Sn
Spillwa
y
length(
m)
PMF
1
40
2
Inflow(m3
/s)
10000 year return period flood
Half PMF
MWL(m)
Inflow(m3
/s)
710.82
Out
flow(m3/
s)
698
MWL(m)
Inflow(m3
/s)
Out
flow(m3/s
)
MWL(m)
508.62
Out
flow(m3/
s)
499
1689.1
1688.28
355.41
349
1688.54
508.62
501.4
1687.84
355.41
350.40
698.8
1687.97
508.62
499.9
1687.38
355.41
349.23
705
1687.5
508.62
505
1687.00
355.41
352.9
1687.5
8
1687.2
3
1686.8
7
1686.5
8
50
710.82
700.8
3
65
710.82
4
85
710.82
100 year planning scenario
Sn
Spillwa
y
length(
m)
PMF
1
40
2
Inflow(m3
/s)
10000 year return period flood
Half PMF
MWL(m)
Inflow(m3
/s)
710.82
Out
flow(m3
/s)
698
MWL(m)
Inflow(m3
/s)
Out
flow(m3/
s)
MWL(m)
508.62
Out
flow(m3
/s)
499
1689.1
1688.28
355.41
349
1687.5
8
50
710.82
700.8
1688.54
508.62
501.4
1687.84
355.41
350.40
1687.2
3
3
65
710.82
698.8
1687.97
508.62
499.9
1687.38
355.41
349.23
1686.8
7
4
85
710.82
705
1687.5
508.62
505
1687.00
355.41
352.9
1686.5
8
comparison for various length of spillway for Maychew dam plannig senario
for 50 years and crest of dam/ FSL1685
10000
inflow in out flow
length m3/s
in m3/s
Sn
PMF
inflow in out flow
m3/s
in m3/s
MWL
MWL
Half PMF
inflow in out flow
m3/s
in m3/s MWL
1
40
508
499
1688.28
710
698
1689.1
355.41
2
50
508
501
1687.84
710
700.8
1688.54
3
65
508
500
1687.38
710
698.8
1687.99
4
85
508
505
1687
710
705
1687.5
MWL(m)
SPILLWAY FLOOD ROUTING
1689.5
1689
1688.5
1688
1687.5
1687
1686.5
1686
1685.5
1685
10000RTF
PMF
Half PMF
0
50
100
SPILL WAY LENGTH(M)
349
1687.58
355.41
350.4
1687.23
355.41
349.23
1686.87
355.41
352.9
1686.58
comparison for various length of spillway for Maychew dam
plannig senario for 100 years and crest of dam/ FSL1689
10000
Sn
inflow in
m3/s
length
PMF
out flow in
m3/s
inflow in
m3/s
MWL
out flow in
m3/s
inflow in
m3/s
MWL
out flow in
m3/s
MWL
1
40
508
495
1692.26
710
691
1693.08
355.41
345.8
1691.57
2
50
508
498
1691.82
710
695.8
1692.53
355.41
347
1691.22
3
65
508
501
1691.38
710
700.1
1691.97
355.41
350.1
1690.87
4
85
508
502
1690.99
710
702
1691.49
355.41
350.1
1690.57
MWL(m)
SPILLWAY FLOOD ROUTING
1689.5
1689
1688.5
1688
1687.5
1687
1686.5
1686
1685.5
1685
10000RTF
PMF
Half PMF
0
50
100
SPILL WAY LENGTH(M)
Dam Design Parameters
Sr.N
Description
Unit
50 year planning scenario
100 year planning scenario
1
2
River bed level
m
1650
1650
Dead Storage
Mm3
4.08
7.85
3
Dead storage level
m
1676
1682
4
Live storage
Mm3
6.21
6.21
5
FSL
M
1685
1689
6
Design flood
m3/s
710.82
710.82
40 length and 4m flood lift
Spill way
7
a)
gated
m
b) un gated
Remark
40 length and 4m flood lift
Initially crest at RL 1689 and
Initially crest at RL 1685 and installation
installation of 4m high gates in next
of 4m high gates in next phase
phase
65 m length and 3m flood lift with solid
crest at 1685
65 m length and 3m flood lift with
solid crest at 1689
MWL
8
a)
gated
m
b)Un gated
1689
1693
1688
1692
1991
1695
1690
1694
Top of dam RL
9
a)Gated
m
b) un gated
10
Out lets level for demand drawl
m
One at 1676 and another at 1682
One at 1676 and another at 1682
11
Silt scour sluices levels
m
1651
1651
Out let for demand
drawl may also be
designed as scour
sluice
Recommended Proposal
It is recommended that
•Planning scenario as 100 years
•Dead storage at RL 1682 m
•Spill way length 40m with crest at RL 1689m in initial
phase
•Installation of 4m high gate over the crest in next
phase
•Demand drawls at RL 1676 and 1682m which will
function as scour sluices also
•River scour sluices at RL 1651
•Dam top RL 1695m
These parameters shall be used for designing the
project.
Project Management Consultancy,
Completion and Operation of Sangola Branch Canal
Special Problems in SBC Project
The situation specific problems which compel the need for TAMC Services are as
follows:
a) Import and Use of Modern canal lining Technology from USA for carrying out
the canal lining under water for the continuously flowing NRBC through out the
year
b) Restrictions on use of natural sand and its replacement by crushed sand
including concrete mix designs
c)Strong opposition from the farmers in existing established perennial irrigation
belt under the pretext of adverse effects on their established economy as canal
lining will reduce water supply to their established irrigation cropping pattern. This
concerns vitally and needs intensified efforts in this regard, to make a dialogue
with concerned farmers through frequent and consistent persuasion for
eradicating the fear of concerned farmers, and
d)Regular and frequent (at least bimonthly or quarterly) review meetings of all
concerned participants and stake holders by competent catalyst Agency for proper
coordination and monitoring in light of above (a),(b) & (c)
Flow Chart
Start
Literature Review
Collection of data
Compilation, analysis & Preparing
monitoring network in consultation with
MKVDC
Presentation before
Competent Authority
Follow up and Feed back
Yes
Is
It Complete ?
End
No
Annexure 1.2
Sangola Branch Canal ProjectFinancial Completion Programme as on March. 2012
(Rs. in crores)
2012-13
Sr. No.
Description of component
1
2
I
Main Canal & Branches
A
Main Canal
1
Land Acquisition
2
Earthwork
3
Lining
4
Structures
B
Branch Canal
1
Land Acquisition
2
Earthwork
3
Lining
i) Branch No. I of NRBC
ii) Branch No. III of NRBC
iii) Sangola Branch Canal (Br. V)
iv) Major distributories on NRBC
Total lining
4
Structures
II
Distributories & Minors
1
Land Acquisition
2
Earthwork
3
Lining
4
Structures
Grand Total
2013-14
Balance as on
31/03/12
Jun-12
Sep-12
Dec-12
Mar-13
Jun-13
Sep-13
Dec-13
Mar-14
3
4
4
6
7
8
9
10
11
Performance Domain
In Place Lining
Prototype Project
Coachella Canal
Imperial Country
California
Cross Section of Coachella Canal
Paver
CONSTRUCTIO ACTIVITIES
 Earthwork
 Trimming
 Discharging Water And Dredge Cuttings
 Equipment Position
 In- Place Lining
 Lining Upstream Vs Downstream
 Pressure Plates- Computer Monitoring
 Pvc Guide System
 Concrete
 Quality Control
 Concrete Conveyance System
 Concrete Joint Construction
 Concrete Slump Variations
 Concrete Mix Design
 Work Berm
 Elevation Of Canal Surface Water
 Slope Requirement
Asian Development Bank (TA 47017- India)
 Support for National Action Plan for Climate Change – National Water
Mission Final Report- June 2011
 Sub Basins
a)Lower Sutlej Sub basin in Punjab
b)Kshipra Sub Basin In Madhya Pradesh and
c)Cauvery Delta Sub basin in Tamilnadu .
 Recommendation for formulation of “ Special Project Agency” closely with water
sector agencies, local authorities and civil society associated in water sectoral
development of State. ( Ref: Paragraph 318 of Report.
 Special Project Agency for Sangola Branch Canal Project ( Proposed)
i) Hon. Member of Parliament of SBC area - Chairman
ii) Hon. M.L.A. of SBC area
- Member
iii)Hon. M.L.C. of SBC area
- Member
iv)Chief Engineer WRD Of SBC area
- Member
v)Bhama Consultancy Services
- Member Secretary
Project Management Consultancy
World Bank Aided Hydrology Project-II
Implementing Agencies States
1. Andhra Pradesh
5
12
8
4
2
10
2. Chhattisgarh
3. Goa
4. Gujarat
5. Himachal Pradesh
6. Kerala
7. Karnataka
8. Madhya Pradesh
9. Maharashtra
10. Orissa
11. Pondicherry
12. Punjab
13. Tamilnadu
Central Agencies
1
3
1.
7
5
13
11
MoWR
2. CWC
3. IMD
4. CPCB
5. CGWB
6. NIH
7. CWPRS
8. BBMB
HIS Manuals and Guidelines
Volume Subject
1
HIS
Component
4
Hydrometeorology
b) Field Manual
Part I - Network Design & Site selection
a) Design manual
b) Field Manual
Part II - TOR & HDUG
Part II - River stage curve
Part III - Flood Management
Part IV - Current meter gauge
Part V - Field application and ADCP
Part III - Data need
assessment
Part VI - Slope area method
Part VII - Field application and audits
c) Reference manual
Part VIII - Maintenance & Calibrations
Part I - Job Description
2
3
Sampling
Principles
a) Design manuals
Design Manuals
Hydrometery a) Design manuals
5
6
b) Field Manual
Sediment Transport
Measurement
Water Quality
Sampling
c) Reference manual
a) Design manuals
b) Field Manual
c) Reference manual
a) Design manuals
b) Field Manual
Part I - Network Design & Site
selection
7
Water Quality Analysis a) Design manuals
Part II - SRG O&M
8
Operation Manual
Part III - ARG O&M
Part II - Secondary validation
Part III - Final Processing and analysis
Part IV - FCS - O&M
Part V - Field maintenance,
Audit and calibration
Reference Manual
b) Operation manual
Part I - Data Entry and primary validation
9
Part IV - Data management
Data transfer storage & a) Design manuals
dissemination
b) Operation manual
Present HIS Status
Sr.NO
1
2
3
4
5
6
Subject
Hydrometry
activity
Volume 4 - Field Manual Part II - River stage observation
Observation
DWLR's pressure sensor types are not
working and some of them are beyond
the repairs and replacement
Rectification
Recently advance instruments are being procured
and proper care is being taken while procuring such
advance instruments to avoid the past repetition
The stages are recorded by staff gauges in absence of
DWLR and appropriate note to that effect Is recorded
in that register.
Hydrometry
Volume 4 - Field Manual Cableway arrangement for current meter The velocity observation measurements are taken by
Part IV - Current meter gauge
observations are not functioning and
float and note to that effect is recorded in the
therefore velocity measurement by
register.
current meter are not done
Hydrometry
Volume 4 - Field Manual part II - River
Stage discharge curve have been
stage curve
established
Data processing and
Volume 8 - Part I - Data Entry and
Data Entries are made at the Sub
It shall be done on a weekly basis which Field officers
analysis
Primary validation
Divisional Data centre after collection of
have agreed to practice in next monsoon
the data for a month.
Data processing and
Volume 8 - Part I - Data Entry and
Tank table data (Outflow discharge,
Uniform and requisite format for receiving and
analysis
Primary validation
Withdrawals, Spillage details etc) for 18
entering the data shall be developed.
reservoir site is available. However data
entry has not been done as received data
is not in uniform and prescribed format.
Data processing and
analysis
Volume 8 - Part III - Final processing
and analysis
Data processing and
analysis
Volume 8 - Part II - Secondary
validation
Hydrological balance and accounting,
Hydrological modeling have not started
yet
The hydrological data was sent to CWC
for inter agency validation. The
comments / comments have been
received however validated data for
incorporating in the dissemination have
not been received.
Data transfer storage
and dissemination
Value 9 - Operational manual
The nature of the available Hydrological
data has been uploaded on website.
HIS
Volume 1 - Part II - TOR and HDUG
Publication
-
State and District level 495 HDUG have
been registered.
Water year book for usage of water
resource planning have been published.
The information regarding floods have
also been published
This will be tried for Eight Identified sites shortly.
A joint meeting of CWC and implementing agencies
for finalizing the issue.
The data itself shall be posted on the website.
Levels of operation
Level-1
Level-2
Level-3
division
Level-4
Level-4
division
Level -5
Level-6
Office
Level-7
Office
Level-8
Level-9
Observer
Checker
Supervision
At field level
Field Sectional Engineer
Sectional Engineer in sub
Supervision
In charge
Sub-Divisional Engineer
Sectional Engineer in
In charge
Data center
Executive Engineer
Sectional Engineer in Circle
Data center
Executive Engineer in Circle
Data center
Head
Superintending Engineer
Chief Engineer HP
Decision Support System - Planning (DSS-P)
States
Issues
Andhra Pradesh
(Middle
Godavari Basin)
Combined management of reservoir and water
transfers
Providing water for all sectors considering the
increasing demands
Balancing head-end and tail-end abstraction along
irrigation canals
Crop selection and corresponding water
requirement
Chhattisgarh
(Upper
Mahanadi
Basin)
Tank operation in dry years
Conjunctive use of surface and ground water
Gujarat (Mahi
Basin)
Increased efficiency of water management in
general
Combined operation of reservoir in dry, normal
and flood conditions
Demonstrate benefits of changes in cropping
pattern
Support decision on canal lining
Improving conditions for the population in drought
prone areas
Karnataka
(Palar Basin)
Reduced periods of inundation in low-sloping
command areas
Drought management
Indentifying recharge areas
Determining impacts of over exploitation of GW
Karnataka
Fertilizer pollution of groundwater
(Tungabhadra Water logging at head-end and scarcity
Command area)
at tail-end canals
Kerala
(Bharathapuza
Basin)
Efficient management of water
resources
Suitable water management in dry years
Potential hydropower production
The impact of GW of measure to
mitigate the effect of sand mining
Environmental flows
Madhya Pradesh
Assessment of water resources
(Wainganga
availability
Basin)
Assess the impact on water availability
from infrastructure rehabilitation
Increased efficiency of water
management in general
Crop selection, particularly in dry years
Maharashtra
(Bhima Basin)
The project area is severely drought
prone and GW over exploited
Increasing competition between
domestic and agricultural water demand
Evaluating reservoir operation to
minimize the effect of drought
Evaluating reservoir operation to
minimize the effect of flooding
Assessing the water pollution on Ujjain
from upstream irrigation, municipal and
industrial waste
Orissa
Conjunctive use in irrigated area
Mitigating water logging through
increased GW pumping
Changing cropping pattern
The impact of inter-basin transfer or
additional surface storage
Tamil Nadu (Agniyar Baisn)
Severe water shortage and
competing sectors
Inter-basin transfer of water to
Agniyar basin
Determining impacts of over
exploitation of GW
Tamil Nadu (Tamirparani Basin) Multipurpose multi reservoir
operation
River pollution
Drought management in some area
Tamil Nadu (Vaippar Basin)
Severe water shortage and
competing sectors
Inter-basin transfer
Conjunctive use
Water quality problems
CPCB
Has selected Brahmani River as
case study under DSS (P) as water
quality is emerging in this basin and
may become severe in near future.
Present DSS (P) Status
The DSS (P) component is under implantation with:
•DHI Water Environment Health / Consultant providing and customizing
the soft ware
•State Implementing Agency by formulating the objectives /scenarios
and providing the information and data required for it and
•NIH as a catalyst agent for effective technology transfer.
It appears that Consultant desires prominent and major role of state
implementing Agency for using the already prepared and proofed
software where as state implementing Agency desires to tailor the
software as per the required objectives /scenarios of the state
implementing Agency. NIH is silent observer being a non technological
and policy domain. Thus there appears to be a large grey area and
causing hindrance in synchronizing and achieving the integrated
effective outcome. It is therefore necessary to have a third party
intervention right from now to till the completion of the assignment and
TAMC will be the appropriate agency for it. However it needs
appropriate approval and sanction of competent authority and shall be
processed accordingly
HDA 1
Assessment of Water Resources Potential- Availability/ Yield
Assessment
This study has been developed to estimate the water yield series at
any point of interest across the stream or any other point at different
levels of dependability. There may be three different cases for which
water yield estimation may be needed viz;
•Gauged Catchment (all data with desired length available)
•Partially Gauged Catchment (all data with partial length, partial data
with full length or discontinued data is available)
•Ungauged Catchment (No data within study area available)
Keeping in view the above aspects, all the methodologies with proper
provision of data consistency tests, filling and missing gaps,
extension of series (rainfall & runoff, runoff- runoff or any other
combination etc.) on different time steps has to be developed for all
the data scenarios as stated above. This includes synthetic
generation of yield series of desired length (40-50 years).
HDA 2
Estimation of Design Flood
Estimation of the design flood is essential for the safety aspects of various
components or water resources projects. The HDA 2design aid will include all
the standard approaches (method, time projection, structures category and
downstream hazard classification (if applicable)) for design flood estimation for
different purposes. Here also three scenarios may exist.
•All hydro-meteorological records within project catchment are available;
•Partially observed data of that catchment and / or reasonably defined records
at neighboring catchments; and
•No observed data are available.
HDA 2 will incorporate all approaches currently being followed in India (hydrometeorological, statistical and regional) with possible improvements and also
in conjunction with internationally used methodologies. The design flood value
should be chosen on the basis of critical comparison of results of two or three
best methods, including standardized methods.
HDA 3
Tools identified in
The HDA 3 comprises of seven tools which cover two legacies and five in-house developed software. A data
storage software for local storage of various data viz. spatial, location, time series and relational will be provided.
Under HDA 3 following tools/ design aids will be developed for sediment rate estimation and its distribution in a
proposed project.
1.Development of software tools for covering procedures for assessing silt rates using observed silt data or
reservoir resurvey data.
2.Providing design aid in the form of regional sedimentation rates for the seven zones of India using the observed
silt inflow data and the reservoir resurvey data.
3.Developing regional models for sediment yield using the procedure proposed by Garde and Kothyari (1987), for
seven identified regions within seven zones of India.
4.Development of procedures and interfaces to use spatially distributed model MWSWAT for determination of
sediment yield from various sub areas using spatial nature of the analysis.
5.Trap efficiency of any reservoir is presently estimated using Brune Curve. The software tools will be developed to
use these relations or the revised relations which are proposed to be developed using Indian sediment inflow and
reservoir resurvey data.
6.Sediment Distribution pattern in proposed reservoirs is at present estimated using Empirical Area reduction
method. The software tools will be developed to use these procedures. Indian reservoir survey data will be utilized
to develop relationships for predicting sediment distribution pattern in reservoirs.
7.1-D numerical models are used for assessing sediment transport and deposition in rivers and reservoirs. It is
proposed to develop software interface for using HEC-RAS model in situations where necessary data is available.
The data required for the sedimentation studies will be the discharge and silt data observed at various gauging
sites along with the physiographic details, geology, soil and land use in the catchment as also the reservoir
resurvey data of the existing reservoirs in the area. Interfaces with HDA will be developed for various data storage
software, data processing and data validation software which are being used such as HYMOS, SWDES, WISDOM
and WRIS. The HDA is proposed to have Open Ml interface, which will facilitate interlinking with all Open Ml
complaint software.
PDS Component
PDS No
PDS Title
Agency
Stets
SW-CH-1
Study of reservoir sedimentation, impact
assessment and development of catchment
Area treatment Plan for Kodar reservoir
DK. Sonkusale EEWR & GW
Survey circle Raipur
R. Gaikata NIH
Second Interim Report
Jun-2011
SW-CH-2
Water availability Study & supply demand
analysis in Seonath Sub-basin
SW-GJ-2
SW-GJ-3
SW-GJ-4
SW-Kn-1
SW-MH-1
SW-NIH-1
SW-NIH-3
SW-NIH-4
DK. Sonkusale EEWR & GW
Survey circle Raipur
R. Gaikata NIH
Study of WQ fluctuations in River Vishavamitri CE & Dir.GERI
Mr. K.L. Dave
Study of trends in WQ of locations identified as CE & Dir.GERI
hot spots
Mr. K.L. Dave
Monitoring of WQ fluctuations in River
CE & Dir.GERI
Sabarmati
Mr. K.L. Dave
Study of water samples in Southern Karnataka CE Hyd.Wat.Res. Dept but PI is
Shri H.K. Nagrag KERS
Optimization of G & D stations network of
Shri Gosavi
Maharashtra
CE HP Nashik & R.K Niturkar
CWPRS
Integrated approach for snow melt runoff and Dr. Sanjay Jain & Dr. Sharad Jain
effect of Anthropogenic activities in Beas Sub- NIH Roorkee
basin
Hydrological assessment un gauged catchments Dr. P.K. Bhunya NIH Roorkee
(small catchments) in Mahanadi Sun-basin
Orissa
Second Interim Report
Jun-2011
Urban Hydrology for Chennai City (Tamil Nadu) YR Satyji Rao NIH Roorkee
Report under
preparation and
awaited
Draft Final
Report January -2011
Draft Final
Report January -2011
Draft Final
Report January -2011
Final Report under
preparation
Report is to be
obtained from CWPRS
Final Report March2011
Report under
preparation and
awaited
GOVERNMENT OF ANDHRA PRADESH
IRRIGATION & CAD DEPARTMENT
FLOOD FLOW CANAL PROJECT SRSP
ALIGNMENT PROPOSALS AND HYDRAULIC PARTICULARS OF
DISTRIBUTORY NO. 11 From Km 0.00 to Km 4.635
TAKING OFF @ Km 32.700 OF GAURAVELLI RIGHT MAIN CANAL
SUBMITTED TO:EXECUTIVE ENGINEER
DIVSN., JANAGAON
Contractors
M/s S.E.L.-G.K.C. (Joint Venture)
503, Prashanthi Ram Towers,
Yella Reddy Guda Main Road,
Ameer Pet, Hyderabad.
Prep. By : SAI ENGINEERS, PUNE 411052
Index Map
DISTRIBUTORY NO. 11 From Km 0.00 to Km 4.635 TAKING OFF @ Km 32.700 OF
GAURAVELLI RIGHT MAIN CANAL
REPORT CONTENTS
DISTRIBUTORY 11 (D-11)OF RIGHT MAIN CANAL OF GOURAVALLY RESERVOIR.
1) General
2) Benefited Villages & Mandals
3) Design Considerations and design Calculation of Canal
a) Duty adopted:b) Change of Canal section
c) B/D Ratio
d) Critical velocity ratio (V/Vo)
e) Hydraulic Particulars
f) Fixing of sill level
4.0 PROPOSED ALIGNMENT OF DISTRIBUTORY – 11 (D 11)
4.1 INTERSECTION POINTS AND CURVES:
4.2 PREPARATION OF ALIGNMENT PLANS:
4.2 PREPARATION OF ALIGNMENT PLANS:
4.3 CANAL CROSS SECTION (Typical)
4.4 CROSS MASONRY WORKS
4.5 CROSS DRAINAGE WORK
5.0 L/S OF CANAL
6.0 PREPARATION OF INDEX MAP
7.0 LAND ACQUISITION PLANS AND SCHEDULES
8.0 STATEMENTS & DRAWINGS:
9.0 CONCLUSION
Report - Accompaniments
REACHE STATEMENT
REACH WISE :
•H.P’s STATEMENT
•DESIGN OF CANAL SECTIONS
•DROPs
•CROSS MASONARY WORKS
•CROSS DRAINAGE WORKS
•KILOMETRES WISE PLAN & L/S
SHEETS
•TYPICAL SECTION
Pipewise(Out Letwise) Ayacut Register of Distributory 11 @Km 32.700
of Gouravelly Right Canal . (Reach VII )
Sr. No.
Discription of Out Let(Pipe)
Location of DP
(Offtake Point)
Area Under
Ayacut
Km
Acres
Remarks
1
OT Of M-1 L
0.025
527.68
Reach I
2
OT Of M-2 R
0.025
197.42
Reach I
3
OT Of M-3R
1.200
192.83
Reach II
4
OT Of M-4L
1.725
265.29
Reach III
5
OT Of M-5L
2.900
198.44
Reach IV
6
OT Of M-6R
2.900
370.57
Reach IV
7
OT Of M-7L
3.850
293.79
Reach V
8
OT Of M-8R
3.850
224.17
Reach V
9
OT Of M-9L
4.635
384.18
Reach VI
Tail Minor
4.635
1624.52
Reach VI
Total
4278.88
Pipewise(Out Letwise) Ayacut beneficiries of Distributory 11 @Km 32.700 of
Gouravelly Right Canal. (Reach VII )
NAME OF OUTLET DY 11 -M 1 L@Km 0.035 DPR-1
SR.NO
Village
SY. NO.
Total Extent As
Area under Chak Extent Under Chak
Phani
Deductions
UC
Wet(Magani) Village
Tank
Dry Ayacut in Chak
Acre
Gunta
%
Acre
Acre
Acre
Acre
Acre
Acre
3
4
5
6
7
8
9
10
11
13
Name of Ayacutdar
1
2
1
Chilpur
579
8
29
55
4.80
0.00
0.00
0.00
0.00
4.80
Katherasala Ayeliah
2
Chilpur
574
15
24
20
3.12
0.00
0.00
0.00
0.00
3.12
Damara Rajaiah
3
Chilpur
573
3
35
90
3.49
0.00
0.00
0.00
0.00
3.49
Narageni Venkata Rao
4
Chilpur
572
7
32
5
0.39
0.00
0.00
0.00
0.00
0.39
Damara Buchaiah
5
Chilpur
545
7
28
90
6.93
0.00
0.00
0.00
0.00
6.93
DameraBhucchaiah s/o Komraiah
6
Chilpur
547
2
1
60
1.22
0.00
0.00
0.00
0.00
1.22
Damera Bhucchaiah s/o Komraiah
7
Chilpur
549
5
15
5
0.27
0.00
0.00
0.00
0.00
0.27
BurraKattaiah
8
Chilpur
580
8
1
75
6.02
0.00
0.00
0.00
0.00
6.02
Katherasala Ayeliah
9
Chilpur
536
0
20
100
0.50
0.00
0.00
0.00
0.00
0.50
Kattherasala Ilaiah s/o Komraiah
10 Chilpur
535A
6
28
80
5.36
0.00
0.00
0.00
0.00
5.36
Devulapalli Laxmaiah s/o Mallaiah
11 Chilpur
537
3
1
100
3.03
0.00
0.00
0.00
0.00
3.03
Kattherasala Ilaiah
12 Chilpur
538
18
19
100
18.48
0.00
0.00
0.00
0.00
18.48
Kattherasala Ilaiah Komraiah
13 Chilpur
539
10
20
100
10.50
0.00
0.00
0.00
0.00
10.50
Thota Rajaiah s/o Laxmaiah
14 Chilpur
540
5
31
100
5.78
0.00
0.00
0.00
0.00
5.78
Gade Komraiah s/o Veeraiah
15 Chilpur
541
4
36
100
4.90
0.00
0.00
0.00
0.00
4.90
Pittla Narsaiah s/o Pullaiah
16 Chilpur
543
3
25
100
3.63
0.00
0.00
0.00
0.00
3.63
Thota Rajaiah s/o Narsaiah
17 Chilpur
535
6
28
90
6.03
0.00
0.00
0.00
0.00
6.03
Devulapalli Laxmaiah s/o Mallaiah
318
15
1
5
0.75
0.00
0.00
0.00
0.00
0.75
319
12
0
10
1.20
0.00
0.00
0.00
0.00
1.20
366
2
26
10
0.27
0.00
0.00
0.00
0.00
0.27
367
22
10
15
3.34
0.00
0.00
0.00
0.00
3.34
89.97
0.00
0.00
0.00
0.00
89.97
(4+(5/40))*6/100
18
19
20
21
Kristagigud
a
Kristagigud
a
Kristagigud
a
Kristagigud
a
14
.=7-8-9-10-11
Putta Harikishan Reddy
Welsula Gattaiah
Gandla Mallaiah
Gandla Mallaiah
Hydraulic Particulars For Distributory 11 @Km 32.700 of Gouravelly Right Canal
(Reach VII )
Reach Name /Reach From -To ( in Km)
1
Ayacut
REACH I From Km REACH II From Km 0.030 REACH III From Km
0.0 to Km 0.030
to Km 1.205
1.205 to Km 1.730
REACH IV From Km
1.730 to Km 2.905
REACH V From Km
2.905 to Km 3.780
REACH VI From Km
3.780 to Km 4.635
4278.884
3553.785
3360.953
3095.661
2526.659
2008.70
1727.385
1434.663
1356.817
1249.718
1020.012
810.91
2
Duty
115.000
115.000
115.000
115.000
115.000
115.00
3
Discharge (Qr)
1.054
0.875
0.828
0.762
0.622
0.495
4
Bed Width (B)
1.600
1.500
1.500
1.400
1.300
1.200
5
Bed Fall (S)
1 in 2500
1 in 2500
1 in 2500
1 in 2500
1 in 2500
1 in 2500
6
Rugosity Coefficient (n)
0.025
0.025
0.025
0.025
0.025
0.025
7
Full Supply Depth (FSD)
0.80
0.75
0.70
0.70
0.650
0.600
8
Free Board
0.300
0.300
0.300
0.300
0.300
0.300
9
Side Slopes (s)
1 in 1.5
1 in 1.5
1 in 1.5
1 in 1.5
1 in 1.5
1 in 1.5
10
Wetted Area (A)
2.240
1.969
1.785
1.715
1.479
1.260
11
Wetted Perimeter (P)
4.485
4.205
4.024
3.924
3.644
3.364
12
R=A/P
0.499
0.468
0.444
0.437
0.406
0.375
13
R^2/3
0.630
0.603
0.582
0.576
0.548
0.520
0.504
0.482
0.465
0.461
0.439
0.416
14
Velocity (V)=(1/n)*r^(2/3)*sqrt(1/S)
15
Design Discharge (Qd)
1.128
0.950
0.831
0.790
0.648
0.524
16
Critical velocity (Vo)=Vc =c*d^0.52
0.472
0.456
0.440
0.440
0.424
0.406
17
C=Constant=0.53
18
V/Vo
1.067
1.057
1.057
1.046
1.035
1.023
19
B/D ratio
2.00
2.00
2.14
2.00
2.00
2.00
Hydraulic Particulars For Distributory 11 @Km 32.700 of Gouravelly Right
Canal (Reach VII )
REACH VI From Km 3.780 to Km 4.635
3.6= TBL Width
Design Calculations
Ayacut
3= FSL Width
=
2008.70
Acres
or
811
Hectares
115
acre/cusec
Duty
Discharge (Qr)
=
0.495
Cumecs
Bed Width (B)
=
1.200
m
Bed Fall (S)
=
1 in
2500
Rugosity Coefficient (n)
=
0.025
for unlined canal as
per CE, CDO
guidelines
Full Supply Depth (FSD)
=
0.600
m
Free Board
=
0.300
m
Side Slopes (s)
=
1 in
1.5
Wetted Area (A)
=
1.260
Sq.m.
Wetted Perimeter (P)
=
3.364
Sq.m.
R=A/P
=
0.375
Sq.m.
R^2/3
=
0.520
Velocity (V)=(1/n)*r^(2/3)*sqrt(1/S)
=
0.416
m/s
Design Discharge (Qd)
=
0.524
cumecs
Critical velocity (Vo)=Vc =c*d^0.52
=
0.406
m/s
V/Vo
=
1.02
0.9<V/Vo<1.1. Hence
OK
B/D ratio
=
2.00
OK
0.6m
1
1.5
1.20
5.91%
cushion
0.512
C=Constant=0.53
for unlined canal as per CE, CDO guidelines
CROSS MASONRY WORKS For Distributory 11 @Km 32.700 of Gouravelly Right
Canal .(Reach VII )
From Km 0.0 to Km 7.139
STATEMENT SHOWING THE CROSS MASONRY WORKS
S.
DESCRIPTION
NAME OF
CROSSING
No.
CHAIN
EXISTING
ROAD
BED
F.S.D.
IN KM.
LEVEL
WIDTH
IN M.
IN M.
HYDRAULIC PARTICULARS OF CANAL IN M.
B.L
F.S.L.
LOSS
T.B.L.
OF
U/S
D/S
U/S
D/S
U/S
D/S
HEAD
1
CT CROSSING
SLPC-1/1678m
1.678
370.525
1.50
0.70
369.154
369.154
369.854
369.854
370.154
370.154
0.000
2
CT CROSSING
SLPC 2/2600m
2.600
365.884
1.40
0.70
364.785
364.785
365.485
365.485
365.785
365.785
0.000
3
CT CROSSING
SLPC-3/3750m
3.750
361.574
1.30
0.65
360.125
360.125
360.775
360.775
361.075
361.075
0.000
4
CT CROSSING
SLPC-4/4600m
4.600
356.408
1.20
0.60
355.385
355.385
355.985
355.985
356.285
356.285
0.000
REMARKS
CROSS DRAINAGE WORKS For Distributory 11 @Km 32.700 of
Gouravelly Right Canal .(Reach VII )
From Km 0.0 to Km 7.139
STATEMENT SHOWING THE CROSS DRAINAGE WORKS
S.NO.
TYPE OF
CHAINAGE
C.D.WORK
IN Km
PARTICULARS OF DRAIN
PARTICULARS OF PARENT CANAL
LOSS OF
BED LEVEL
C.A.
M.F.D
O.M.F.L
BED WIDTH
F.S.D
C. B.L
F.S.L
T.B.L
HEAD
MTS
SQ.KMS.
CUMECS
MTS
MTS
MTS
MTS
MTS
MTS
IN MTS.
Nil
REMARKS
Hydraulic Particulars For Distributory 11 @Km 32.700 of Gouravelly Right Canal .(Reach VII )
Reach in Km.
From Km 0.0 to Km 7.139
BED LEVEL
HYDRAULIC PARTICULARS
DISTAN REQUIRED
BED
CE
DISCHARG
WIDTH
in (m)
E
in m
in (cumec)
S.No
FROM
TO
1
0.000
0.025
25
1.054
2
0.025
0.030
5
1.054
F.S.D
in m
SURFACE
FALL
1.60
0.80
1 in 2500
1.60
0.80
1 in 2500
FULL SUPPLY LEVEL
DESIG
NED
DISCH
SIDE
VELOCITY
ARGE AT START AT END AT START AT END
SLOPES in m/sec
in
(cumec
)
REACH I From Km 0.0 to Km 0.030
1 in 1.5
0.504
1.128 381.825 381.815
382.625
382.615
1 in 1.5
381.815
381.813
382.615
382.613
0.030
0.125
0.200
0.300
0.375
0.525
0.675
0.850
0.125
0.200
0.300
0.375
0.525
0.675
0.850
1.200
11
1.200
1.205
1.205
1.375
1.500
1.678
1.375
1.500
1.678
1.725
16
1.725
1.730
1.730
1.900
2.050
2.200
2.600
2.850
1.900
2.050
2.200
2.600
2.850
2.900
23
2.900
2.905
2.905
2.925
3.525
3.650
3.750
2.925
3.525
3.650
3.750
3.775
29
3.775
3.780
3.780
4.050
4.325
4.500
4.600
4.635
4.050
4.325
4.500
4.600
4.635
4.635
0.010
0.000
0.000
0.010
0.025
0.002
0.050
0.000
0.052
0.025
0.000
0.062
0.038
0.030
0.040
0.030
0.060
0.060
0.070
0.140
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
1.000
2.000
1.500
1.500
1.500
1.000
1.000
0.000
1.038
2.030
1.540
1.530
1.560
1.060
1.070
0.140
0.025
0.025
0.025
0.025
0.025
0.025
0.025
0.025
0.002
0.050
0.000
0.052
0.025
0.470
0.050
9.500
10.020
95
75
100
75
150
150
175
350
0.875
0.875
0.875
0.875
0.875
0.875
0.875
0.875
1.50
1.50
1.50
1.50
1.50
1.50
1.50
1.50
0.75
0.75
0.75
0.75
0.75
0.75
0.75
0.75
1 in 2500
1 in 2500
1 in 2500
1 in 2500
1 in 2500
1 in 2500
1 in 2500
1 in 2500
1 in 1.5
1 in 1.5
1 in 1.5
1 in 1.5
1 in 1.5
1 in 1.5
1 in 1.5
1 in 1.5
0.482
0.482
0.482
0.482
0.482
0.482
0.482
0.482
5
0.875
1.50
0.75
1 in 2500
1 in 1.5
0.482
0.950
371.845
371.843
372.595
372.593
170
125
178
47
0.828
0.828
0.828
0.828
1.50
1.50
1.50
1.50
0.70
0.70
0.70
0.70
1 in 2500
1 in 2500
1 in 2500
1 in 2500
1 in 1.5
1 in 1.5
1 in 1.5
1 in 1.5
0.465
0.465
0.465
0.465
REACH III From Km 1.205 to Km 1.730
0.831 371.843 371.775
372.543
372.475
0.831 370.775 370.725
371.475
371.425
0.831 369.225 369.154
369.925
369.854
0.831 369.154 369.135
369.854
369.835
0.068
0.050
0.071
0.019
0.000
0.000
0.000
0.000
1.000
1.500
0.000
0.000
1.068
1.550
0.071
0.019
0.025
0.025
0.025
0.025
5
0.828
1.50
0.70
1 in 2500
1 in 1.5
0.465
0.831
0.002
0.000
0.000
0.002
0.025
0.210
0.000
2.500
2.710
369.135
369.133
369.835
369.833
170
150
150
400
250
50
0.762
0.762
0.762
0.762
0.762
0.762
1.40
1.40
1.40
1.40
1.40
1.40
0.70
0.70
0.70
0.70
0.70
0.70
1 in 2500
1 in 2500
1 in 2500
1 in 2500
1 in 2500
1 in 2500
1 in 1.5
1 in 1.5
1 in 1.5
1 in 1.5
1 in 1.5
1 in 1.5
0.461
0.461
0.461
0.461
0.461
0.461
REACH IV From Km 1.730 to Km 2.905
0.790 369.133 369.065
369.833
369.765
0.790 367.565 367.505
368.265
368.205
0.790 366.005 365.945
366.705
366.645
0.790 364.945 364.785
365.645
365.485
0.790 364.785 364.685
365.485
365.385
0.790 363.685 363.665
364.385
364.365
0.068
0.060
0.060
0.160
0.100
0.020
0.000
0.000
0.000
0.000
0.000
0.000
1.500
1.500
1.000
0.000
1.000
0.000
1.568
1.560
1.060
0.160
1.100
0.020
0.025
0.025
0.025
0.025
0.025
0.025
5
0.762
1.40
0.70
1 in 2500
1 in 1.5
0.461
0.790
0.002
0.050
0.000
0.052
0.025
0.470
0.050
5.000
5.520
363.665
363.663
364.365
364.363
OT Of M-1L /M 2 R/25 m
Reach I End&Reach II
Start/30m
0.062
Drop 1/1.0/125m
Drop 2/2.0/200m
Drop 3/1.5/300m
Drop 4/1.5/375m
Drop 5/1.5/525m
Drop 6/1.0/675m
Drop 7/1.0/850m
M 3R/1200m
Reach II End&Reach III
Start/1205m
10.020
Drop 8/1.0/1375m
Drop 9/1.5/1500m
SLPC-1/1678m
M 4L/1725
Reach III End&Reach IV
Start/1730m
2.710
Drop 10/1.5/1900m
Drop 11/1.5/2050m
Drop 12/1.0/2200m
SLPC 2/2600m
Drop 13/1.0/2850m
M 5R/M6L/2900m
Reach IV End&Reach V
Start/2905m
5.520
20
600
125
100
25
0.622
0.622
0.622
0.622
0.622
1.30
1.30
1.30
1.30
1.30
0.65
0.65
0.65
0.65
0.65
1 in 2500
1 in 2500
1 in 2500
1 in 2500
1 in 2500
1 in 1.5
1 in 1.5
1 in 1.5
1 in 1.5
1 in 1.5
0.439
0.439
0.439
0.439
0.439
REACH V From Km 2.905 to Km 3.780
0.648 363.663 363.655
364.313
364.305
0.648 362.655 362.415
363.305
363.065
0.648 361.415 361.365
362.065
362.015
0.648 360.165 360.125
360.815
360.775
0.648 360.125 360.115
360.775
360.765
0.008
0.240
0.050
0.040
0.010
0.000
0.000
0.000
0.000
0.000
1.000
1.000
1.200
0.000
0.000
1.008
1.240
1.250
0.040
0.010
0.025
0.025
0.025
0.025
0.025
5
0.622
1.30
0.65
1 in 2500
1 in 1.5
0.439
0.648
0.002
0.050
0.000
0.052
0.025
0.350
0.050
3.200
3.600
0.108
0.110
0.070
0.040
0.014
0.000
0.342
0.000
0.000
0.000
0.000
0.000
0.000
0.000
2.000
1.200
1.200
0.000
0.000
0.000
4.400
2.108
1.310
1.270
0.040
0.014
0.000
4.742
1.854
0.200
24.600
26.654
26.654
First FSL
-
Last FSL
382.625
-
355.971
=
26.654
0.000
Hence tallied. OK
360.115
360.113
360.765
360.763
875
30
31
32
33
34
35
TOTAL in
(m)
0.050
1175
24
25
26
27
28
DUE TO
DROPS in
(m)
0.012
REACH II From Km 0.030 to Km 1.205
0.950 381.813 381.775
382.563
382.525
0.950 380.775 380.745
381.525
381.495
0.950 378.745 378.705
379.495
379.455
0.950 377.205 377.175
377.955
377.925
0.950 375.675 375.615
376.425
376.365
0.950 374.115 374.055
374.865
374.805
0.950 373.055 372.985
373.805
373.735
0.950 371.985 371.845
372.735
372.595
525
17
18
19
20
21
22
DUE TO
REACH
CHANGE
1.128
1175
12
13
14
15
COEFFICIE
NT OF
PROPOSED STRUCTURE
RUGOSITY
/ Remarks
(n)
DUE TO
BEDFALL in
(m)
0.504
30
3
4
5
6
7
8
9
10
LOSS OF HEAD
270
275
175
100
35
0
855
0.495
0.495
0.495
0.495
0.495
0.495
1.20
1.20
1.20
1.20
1.20
1.20
0.60
0.60
0.60
0.60
0.60
0.60
1 in 2500
1 in 2500
1 in 2500
1 in 2500
1 in 2500
1 in 2500
1 in 1.5
1 in 1.5
1 in 1.5
1 in 1.5
1 in 1.5
1 in 1.5
0.416
0.416
0.416
0.416
0.416
0.416
REACH VI From Km 3.780 to Km 4.635
0.524 360.113 360.005
360.713
360.605
0.524 358.005 357.895
358.605
358.495
0.524 356.695 356.625
357.295
357.225
0.524 355.425 355.385
356.025
355.985
0.524 355.385 355.371
355.985
355.971
0.524 355.371 355.371
355.971
355.971
GRAND
TOTAL =
4635
Arithemati
cal Check
=
0.025
0.025
0.025
0.025
0.025
0.025
Drop 14/1.0/2925m
Drop 15/1.0/3525m
Drop 16/1.2/3650m
SLPC-3/3750m
M 7R/M 8L/3775m
Reach V End&Reach VI
Start/3780m
3.600
Drop 17/2.0/4050m
Drop 18/1.2/4325m
Drop 19/1.2/4500m
SLPC-4/4600m
M 9L/Tail Minor/4635m
Reach VI End/4635m
4.742
Structures For Distributory 11 @Km 32.700 of Gouravelly Right Canal .(Reach VII )
Total Structures
Cross
CD Works
Total
Total
Masonary Total
Chainag Out
Sr.No Type of Structure
Drops(5+
Super
CD(11+1
CM(14
e(Km) Let
0.50 1.00 1.20 1.50 2.00 6+7+8+9) Piped UT Passage(S
2)
SLPCDLPC +15)
P)
1
2
3
4 5
6
7
8
9
10
11
12
13
14
15
16
OT Of M-1L /M 2
1
0.025
1
R/25 m
2
Drop 1/1.0/125m
0.125
1
3
Drop 2/2.0/200m
0.200
1
4
Drop 3/1.5/300m
0.300
1
5
Drop 4/1.5/375m
0.375
1
6
Drop 5/1.5/525m
0.525
1
7
Drop 6/1.0/675m
0.675
1
8
Drop 7/1.0/850m
0.850
1
Structures in Km 1
1 0
3
0
3
1
7
0
0
0
0
0
0
9
M 3R/1200m
1.200
1
10
Drop 8/1.0/1375m
1.375
1
11
Drop 9/1.5/1500m
1.500
1
12
SLPC-1/1678m
1.678
13
M 4L/1725
1.725
1
14 Drop 10/1.5/1900m 1.900
1
Structures in Km 2
2 0
1
0
2
0
3
0
0
0
0
0
0
15 Drop 11/1.5/2050m 2.050
1
16 Drop 12/1.0/2200m 2.200
1
17
SLPC 2/2600m
2.600
1
18 Drop 13/1.0/2850m 2.850
1
19
M 5R/M6L/2900m
2.900
1
20 Drop 14/1.0/2925m 2.925
1
Structures in Km 3
1 0
3
0
1
0
4
0
0
0
1
0
1
21 Drop 15/1.0/3525m 3.525
1
22 Drop 16/1.2/3650m 3.650
1
23
SLPC-3/3750m
3.750
1
24 M 7R/M 8L/3775m
3.775
1
Structures in Km 4
1 0 1 1 0
0
2
0
0
0
1
0
1
25 Drop 17/2.0/4050m 4.050
1
26 Drop 18/1.2/4325m 4.325
1
27 Drop 19/1.2/4500m 4.500
1
28
SLPC-4/4600m
4.600
1
M 9L/Tail
29
4.635
1
Minor/4635m
Structures in Km 5
1 0
0
2
0
1
3
0
0
0
1
0
1
Grand Total
6 0
8
3
6
2
19
0
0
0
3
0
3
Drops (m)
Direct Pipes
Right
Side
Total
Grand
DPs(17 Total(4+10
Left
+18+19 +13+16+20
Tail
Side
)
)
17
18
19
20
21
0
0
0
0
8
1
0
1
0
1
6
0
0
0
0
6
0
0
0
0
4
0
0
0
1
0
0
0
1
5
29
Hydralic Particulars For Distributory 11 @Km 32.700 of Gouravelly Right Canal .(Reach VII )
From Km 0.0 to Km 7.139
STATEMENT SHOWING THE DETAILS OF DROPS
DEPTH
HYDRAULIC PARTICULARS OF CANAL
SOILS AT
CHAINAGE
S.NO.
REMARKS
FREE
OF DROP
BED WIDTH
F.S.D
B.L
F.S.L.
T.B.L.
OGL
IN KM.
(m)
U/S
D/S
U/S
D/S
U/S
D/S
U/S
D/S
U/S
D/S
Board
IN MTS.
IN MTS.
IN MTS.
IN MTS.
IN MTS.
IN MTS.
IN MTS.
IN MTS.
IN MTS.
IN MTS.
IN MTS.
FOUNDATION
IN MTS.
1
0.125
1.00
1.50
1.50
0.75
0.75
381.775
380.775
382.525
381.525
382.825
381.825
0.300
Hard Murum
382.770
2
0.200
2.00
1.50
1.50
0.75
0.75
380.745
378.745
381.495
379.495
381.795
379.795
0.300
Hard Murum
381.635
3
0.300
1.50
1.50
1.50
0.75
0.75
378.705
377.205
379.455
377.955
379.755
378.255
0.300
Hard Murum
379.500
4
0.375
1.50
1.50
1.50
0.75
0.75
377.175
375.675
377.925
376.425
378.225
376.725
0.300
Hard Murum
377.710
5
0.525
1.50
1.50
1.50
0.75
0.75
375.615
374.115
376.365
374.865
376.665
375.165
0.300
Hard Murum
376.375
6
0.675
1.00
1.50
1.50
0.75
0.75
374.055
373.055
374.805
373.805
375.105
374.105
0.300
Hard Murum
374.670
7
0.850
1.00
1.50
1.50
0.75
0.75
372.985
371.985
373.735
372.735
374.035
373.035
0.300
Hard Murum
373.690
8
1.375
1.00
1.50
1.50
0.70
0.70
371.775
370.775
372.475
371.475
372.775
371.775
0.300
Hard Murum
372.740
9
1.500
1.50
1.50
1.50
0.70
0.70
370.725
369.225
371.425
369.925
371.725
370.225
0.300
Hard Murum
371.555
10
1.900
1.50
1.40
1.40
0.70
0.70
369.065
367.565
369.765
368.265
370.065
368.565
0.300
Hard Murum
369.927
11
2.050
1.50
1.40
1.40
0.70
0.70
367.505
366.005
368.205
366.705
368.505
367.005
0.300
Hard Murum
368.342
12
2.200
1.00
1.40
1.40
0.70
0.70
365.945
364.945
366.645
365.645
366.945
365.945
0.300
Hard Murum
366.825
13
2.850
1.00
1.40
1.40
0.70
0.70
364.685
363.685
365.385
364.385
365.685
364.685
0.300
Hard Murum
365.233
14
2.925
1.00
1.30
1.30
0.65
0.65
363.655
362.655
364.305
363.305
364.605
363.605
0.300
Hard Murum
364.500
15
3.525
1.00
1.30
1.30
0.65
0.65
362.415
361.415
363.065
362.065
363.365
362.365
0.300
Hard Murum
363.119
16
3.650
1.20
1.30
1.30
0.65
0.65
361.365
360.165
362.015
360.815
362.315
361.115
0.300
Hard Murum
361.949
17
4.050
2.00
1.20
1.20
0.60
0.60
360.005
358.005
360.605
358.605
360.905
358.905
0.300
Hard Murum
360.537
18
4.325
1.20
1.20
1.20
0.60
0.60
357.895
356.695
358.495
357.295
358.795
357.595
0.300
Hard Murum
358.707
19
4.500
1.20
1.20
1.20
0.60
0.60
356.625
355.425
357.225
356.025
357.525
356.325
0.300
Hard Murum
357.387
CURVES STATEMENT FOR DISTRIBUTORY 11(DY 11)
FROM KM 0.000 TO KM 4.635
CURVES STATEMENT
S.No.
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
I.P.
chainage(Al
I.P.
Deflection
ong Apex)
No.
Angle, D
( in Km)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
Tail
0.025
0.100
0.210
0.514
0.833
1.025
1.212
1.436
1.834
2.131
2.403
2.579
2.700
2.830
3.016
3.286
3.493
3.790
4.042
4.284
4.443
4.594
4.669
15.00
30.00
9.00
29.00
28.00
14.00
21.00
21.00
25.00
10.00
3.00
40.00
22.00
8.00
10.00
26.00
25.00
19.00
83.00
35.00
26.00
27.00
29.00
Tangent
length
R tan(D/2)
10.54
21.44
6.30
20.70
19.95
9.83
14.83
14.83
17.74
7.00
2.10
29.13
15.56
5.60
7.00
18.48
17.74
11.72
61.97
22.08
16.17
16.81
15.52
Curve
length
( in m )
20.952
41.905
12.571
40.508
39.111
19.556
29.333
29.333
34.921
13.968
4.190
55.873
30.730
11.175
13.968
36.317
34.921
23.222
101.444
42.778
31.778
33.000
30.381
Apex
TP 1
TP 2
distance ( in Chainage Chainage apex chainage on curve
m)
( in Km)
( in Km)
0.691
2.824
0.248
2.634
2.451
0.601
1.363
1.363
1.944
0.306
0.027
5.138
1.499
0.196
0.306
2.106
1.944
0.974
23.486
3.400
1.843
1.991
1.976
0.014
0.078
0.203
0.492
0.811
1.012
1.194
1.418
1.813
2.120
2.397
2.546
2.678
2.817
3.002
3.261
3.468
3.770
3.972
4.231
4.395
4.544
4.620
0.035
0.120
0.215
0.533
0.850
1.032
1.224
1.447
1.848
2.134
2.401
2.602
2.709
2.829
3.016
3.297
3.503
3.793
4.073
4.274
4.426
4.577
4.650
0.025
0.099
0.209
0.512
0.831
1.022
1.209
1.433
1.830
2.127
2.399
2.574
2.693
2.823
3.009
3.279
3.485
3.782
4.022
4.252
4.410
4.561
4.635