1. Bhama consultancy services,Pune (India)

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

3. Integrated Water Resources Development & Management
Go to s-8

4. Water Supply Schemes
Axum Water Supply Schemes Ethiopia

5. Project Management Consultancy,
Completion and Operation of Sangola Branch Canal

6. Project Management Consultancy World Bank Aided Hydrology Project-II
Implementing Agencies States
 1. Andhra Pradesh  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 5 5 12 8 10 4 2
Central Agencies
1. MoWR 2. CWC 3. IMD 4. CPCB 5. CGWB 6. NIH 7. CWPRS 8. BBMB 1 7 3 13 5 11

7. DISTRIBUTORY NO. 11 From Km 0.00 to Km 4.635 TAKING OFF @ Km 32.700 OF
Index Map
DISTRIBUTORY NO From Km 0.00 to Km TAKING Km OF
GAURAVELLI RIGHT MAIN CANAL

8. What is Hydrology?
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

9. PRECIPITATION
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

10. TYPES OF PRECIPITATION
1.Convective
2.Orograpic
3.Trough
4.Cyclonic

11. Auto Recording Rain gauge Station Standard rain gauge station
rain gauging
Auto Recording Rain gauge Station
Standard rain gauge station

12. Inflow
Current Meter
The stage-discharge relation
The discharge measurement
A Stream Gauging
Stage Gauging
Stage Discharge Curve
Discharge
inflow
How Stream flow is Measured
Measuring stream stage
B Tank Table Data
Inflow=Final storage – Initial storage + spills + withdrawals

13. Hydrologic Modeling

14. Bagh Sub-basin , Groups of catchment and Thissen Polygon

15. Bagh Catchment Sirpur Homoginity
Hydrological Analysis for different catchments in Bagh sub basin
Sr. No
Catchment
Area
Rainfall Data
Inflow Data
R-R Equation
R.G.
Weightage
Month
Modeling
Generated series 1
Up to Sirpur
437.6
Deori
0.13
Sirpur Tank Data
June
R = * P
Bonde
0.11
July
R =0.542*P
Sirpur
0.76
August
R = 0.608* P
September
R= *P
October
R = *P +1.37
Annual
R= 0449*P 2
Up to Kalisarar
133.42
0.95
Kalisarar Tank Data
R = *P
Pipriya
0.05
R = * P
R = *P
R = *P
R = 0.095* P
R=0.414*P 3
Up to Pipriya
234
GDS at Pipriya
R = * P
R = * P
R = *P
R = * P
R = * P
R=0.566*P 4
Below Pipriya
303.54
Homoginity
with upper
pripriya 5
Remaining catchment
Gondia
0.50
Sirpur Homoginity
Rengapar
0.03
with Sirpur
0.16
catchment
0.09
Pipariya
0.22
R=0.545*253.80 7
Bagh Catchment Sirpur Homoginity
2783
Summation of Monthly Inflows of up to sirpur, upto Kalisara, Up to Pipriya, Below Pipriya and remaining catchment with sirpur Homoginity

16. Annual Interceptions in minor tanks, K.T. Weirs and Ex Malgujari Tanks
Sr. No
Catchment
C.A.
Interception
Rate
Monsoon Yield(Mm3)
Intercept yield (Mm3)
Total Yield Mm3
Sqkm
Type
Mm3
Mm3/Sqkm
Average
50%
75% 1
up to Sirpur
437.6
MI Tanks KT wairs (68)
7.884
Ex Mal Gujari Tanks
3.183
Total
11.07
0.0253
189.6
194
154
11.067
11.3
8.969
205 2
up to Kalisarar
133.42
MI Tanks KT wairs (5)
0.31
0.305
0.0023
50.34
50.1
40.7
0.3
0.247
50.645
50.4
40.937 3
Eastern Bagh up to Pipriya
234
MI Tanks and KT wairs (21)
90.52
84.7
60.1
8.38 4
Eastern Bagh below Pipriya
303.54
Ex Mal Gujari Tanks(13)
0.0276
117.4
110 78
7.83
5.564
125.8
118
83.524 5
Remaining Catchment
MI Tanks and KT wairs (201)
161.1
Ex Mal Gujari Tanks(653)
48.69
209.7
0.1253
684
683
511
209.74
209
156.8
893.78
893 6
2783
229.5
0.0825
1128
1121
836
228
170.1
1349

17. Weighted Rainfall (mm) Annual Post Mansoon Rainfall (mm)
Post monsoon inflows
Sr.No
Catchment
Ariea
Station
Waighted
Annual Rainfall(mm)
Weighted Rainfall (mm) Annual
Mansoon Rainfall (mm)
Post Mansoon Rainfall (mm)
Post Monsoon Runoff
Mansoon Yield
Post Mansoon Yield
Annual Yield
Avg.
50%
75% 26
a) Up to Sirpur
437.60
1.Deori
0.13
1280
2.Bonde
0.11
1249
3.Sirpur
0.76
1343
1324.9
52.83
0.014
***
0.030
189.57
193.51
153.6
5.74
5.86
4.65
195.31
199.37
158.29
b) Up to Kalisarar
133.42
1.Sirpur
0.95
2.Pipriya
0.05
1348
1343.3
63.64
0.015
0.031
50.33
50.14
40.69
1.583
1.577
1.280
51.91
51.72
41.97
c) Up to Pipriya
234
1.Pipriya
1.00
1348.0
6.05
0.001
90.52
84.59
60.1
2.72
2.54
1.803
93.24
87.13
61.90
d) Below Pipriya
303.54
117.42
109.73
77.96
3.52
3.29
2.34
120.94
113.02
80.30
e) Remaining catchment
1674.4
1.Gondia
0.50
2.Rengapar
0.03
3.Deori
0.16
4.Sirpur
0.09
5.Pipariya
0.22
1224.1
9.54
0.003
684.04
683.25
511.3
20.52
20.50
15.34
704.56
703.75
526.68
f) Bagh Sub basin
2783
0.08
e) Remaining
0.60
1269.6
19.5
0.005
836.1
33.97
33.75
25.18
861.25

18. Annual Yield Bagh Sub Basin
Catchment
C.A
Monsoon Yields
interception
Post Monsoon flows
Total Flows
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
c) Up to Pipriya
234
90.52
84.59
60.1
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
2783
836.07
229.49
227.98
170.08
33.8
33.58
25.05
1382.2
1031.2
g) Yield Rate Mm3/Sq.Km
0.405
0.403
0.082
0.061
0.012
0.009
0.5
0.497
0.371

19. Sub basin Bagh R R Modeling for Water Availability
Sr. No
Sub basin
Catchment Area Sq-Km
Rain Gauge Station
GDS /Tank Table Data
Month
Weighted Rainfall mm
R-R Model
Yield (Mm3)
Name
Weightage
GDS
Tank Table
Max
Min
Average
STD Cv
95%
90%
75%
60%
50% 26
Bagh
a) Up to Sirpur
437.60
1.Deori
0.13
Sirpur
June
431.57
77.79
230.10
120.22
0.52
98.38
98.60
131.50
160.92
228.83
R = 0.214*P – 14.79
33.94
0.81
15.08
11.26
0.75
2.74
2.76
5.84
8.60
14.96
2.Bonde
0.11
July
674.07
134.74
420.13
133.64
0.32
229.42
256.30
349.21
377.00
427.19
R = 0.542P
118.68
0.00
58.92
30.71
13.22
19.60
41.63
48.22
60.13
3.Sirpur
0.76
August
700.94
236.63
399.34
130.17
0.33
256.36
284.23
324.00
349.70
371.85
R = 0.608*P – 82.54
150.37
26.84
70.13
34.63
0.49
32.09
39.50
50.08
56.92
62.81
September
441.21
13.10
175.29
110.01
0.63
62.95
72.07
99.78
130.31
151.47
R = 0.720*P – 39.28
121.82
38.69
33.76
0.87
2.65
5.52
14.25
23.87
30.53
October
171.60
47.18
49.47
1.05
0.46
18.01
27.74
34.46
R = 0.298*P
22.98
0.60
6.75
6.45
0.96
0.66
2.95
4.22
5.09
Annual
752.58
316.58
0.25
901.54
R= 0.499*P
398.50
66.87
189.57
71.64
0.38
103.71
119.85
153.64
164.42
193.51
b) Up to Kalisarar
133.42
1.Sirpur
0.95
Kalisarar
477.25
74.53
236.68
135.17
0.57
77.40
93.12
117.48
163.38
243.94
R = 0.121*P – 8.367
6.59
0.09
2.70
2.18
0.39
0.78
1.52
2.82
2.Pipriya
0.05
638.54
137.38
412.35
132.18
195.94
246.69
352.27
384.68
420.26
R = 0.429*P
25.81
13.01
7.26
0.56
0.62
3.38
9.41
11.30
13.31
741.58
234.78
403.60
148.20
0.37
244.87
280.74
328.86
335.99
350.22
R = 0.557*P – 67.09
46.16
8.50
21.04
11.01
9.27
11.92
15.51
16.02
17.06
460.42
11.36
179.90
116.40
0.65
70.72
74.02
93.86
125.48
168.46
R = 0.720*P
39.08
12.35
10.89
0.88
1.84
1.95
3.87
6.91
11.05
199.57
47.10
57.29
1.22
0.51
11.03
29.09
32.67
R = 0.095*P
3.15
0.73
0.77
0.99
1.04
726.84
345.59
0.27
886.12
905.75
R= 0.414*P-153
101.71
15.72
50.33
20.53
0.41
24.77
25.96
40.69
44.01
50.14
c) Up to Pipriya
234
1.Pipriya
1.00
Pipriya
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
5.04
4.42
0.04
1.39
3.14
4.95
838.80
210.60
424.79
181.55
0.43
211.55
237.70
302.13
362.08
395.05
R = 0.953P
132.34
40.88
39.49
0.97
12.67
26.04
33.39
773.80
229.20
410.96
153.01
246.49
253.88
310.30
349.04
382.90
R = 0.421*P – 99.46
52.96
17.25
15.03
1.74
7.30
11.11
14.45
604.40
29.00
220.71
161.94
29.95
42.69
94.55
165.60
182.90
R = 0.395*P
57.06
21.59
14.97
0.69
3.96
5.14
9.93
16.50
18.10
230.00
45.53
64.45
1.42
14.12
18.30
R = 0.497*P
27.21
5.75
7.50
1.30
2.10
2.59
793.30
291.46
0.22
931.15
R=0.566 *P -373
195.03
27.79
90.52
43.82
0.48
35.40
51.95
60.10
70.57
84.59
d) Below Pipriya
303.54
Homogeneity with Upper Pipriya
16.70
6.54
5.73
1.80
4.08
6.43
171.68
53.03
51.22
16.43
33.77
43.31
68.69
22.37
19.50
1.35
2.25
9.46
14.41
18.74
74.01
5.02
28.01
19.42
6.67
12.88
21.40
23.48
35.29
0.59
7.46
9.72
2.72
3.35
252.99
36.05
117.42
56.84
45.92
67.39
77.96
91.54
109.73
e) Remaining catchment
1674.4
1.Gondia
0.50
Homogeneity with Sirpur catchment
426.56
35.34
218.70
107.99
57.07
93.10
139.19
189.74
228.56
128.08
54.47
37.27
0.68
9.29
25.11
43.22
57.13
2.Rengapar
0.03
772.19
171.09
388.12
154.86
0.40
176.59
211.07
285.71
336.95
398.15
543.18
194.76
140.35
0.72
2.89
101.68
148.18
203.72
3.Deori
0.16
729.07
157.20
387.33
159.63
223.32
250.51
285.16
337.03
367.96
604.03
21.83
256.11
162.51
89.15
116.82
152.10
204.91
236.40
4.Sirpur
524.53
36.94
184.12
122.43
40.33
74.76
107.28
121.05
147.18
566.60
158.31
145.06
0.92
27.70
63.56
80.17
111.67
5.Pipariya
111.40
36.28
33.60
0.93
0.79
11.99
19.49
26.36
57.88
2.52
20.39
16.77
0.82
2.69
3.58
8.27
12.01
15.44
735.25
325.05
779.02
828.77
172.24
684.04
305.05
0.45
297.98
363.04
511.34
628.50
683.25
f) Bagh Sub basin
2783
432.21
52.92
228.81
111.15
62.69
97.28
144.37
208.93
230.26
Summation of Monthly Inflows of up to sirpur, upto Kalisarar, Up to Pipriya, Below Pipriya and Remaining catchment with Sirpur Homoginity
195.99
2.85
85.56
58.58
3.29
14.09
37.47
72.96
85.66
762.46
171.29
399.80
150.22
225.07
237.03
294.10
342.78
430.19
991.72
358.80
259.52
58.41
83.42
160.77
260.65
382.41
720.67
232.85
388.13
139.39
0.36
242.45
265.93
301.92
335.12
358.78
900.14
117.64
377.81
223.25
141.93
184.77
241.80
289.09
336.09
523.17
41.64
192.24
124.88
47.51
58.44
110.02
146.48
165.29
858.62
13.71
263.39
220.21
0.84
19.11
41.32
115.73
171.98
194.23
114.27
41.16
36.19
1.64
15.16
24.88
30.39
113.07
4.79
42.48
34.20
4.96
5.91
18.48
27.92
30.36
810.65
307.93
836.21
944.54
458.41
477.86
0.42
526.31
589.63
836.07
993.71

20. Weighted Average Rainfall (mm) Yield Water Availability
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
Surface
Ground
Total
75%
50%
Avg
Yield
Rate
Depth
Mm3
Mm3/Sqkm mm 1
Upper Godavari 2
Pravara 3
Mula 4
Middle Godavari
423.57
760.5
217.73
0.29
0.15
0.20
0.22
Monthely 5
Manjara 6
Terna
423.24
709.47
0.26
319.09
0.10
428.91
0.14
470.85
Fort nightly 7
Lendi
364.49
770.86
277.55
0.36
0.21
404.53
0.25
438.74
0.28 8
Manar
563.50
0.12
420.17
0.17
418.66 9
Dudhana 10
Purna 11
Kayadhu
552.21
998.06
316.69
0.32
349.06
0.16
709.16
0.33
693.63
0.3
Yearly 12
Penganga
0.45
0.57
0.6 13
Sudha-Survarna 14
Pus
282.37
895.77
370.02
0.42
596.14
0.3119
808.45
0.4
880.63
0.5 15
Aurnavati
1546.6
435.9
923.9
270.9
603.29
0.1287
0.2
1395.2 16
Bembala 17
Wardha 18
Venna
528.70
915.61
197.63
965.03 19
Irahi 20
Andhari 21
Nagg 22
Kolar 23
Kanhan 24
Pench 25
Vainganga 26
Bagh
810.65
836.07
0.30
0.40
0.41 27
Gadhavi
712.51
0.31
613.44
0.39
648.60 28
Khobragadi
0.38
775.83 29
Pranhita
888.05
0.19
0.37
0.50
0.47 30
Indravati
0.18
0.4398
0.53

21. Axum Water Supply Schemes Ethiopia

22. Rain fall data availability chart
Sr,No
Station
1960
1970
1980
1990
2000
2010 1
Axum
1963
1981
1993
2005 2
Adwa
1992 3
Endalasse 4
Abi Adi
1971
1982
1995 5
Adigrat
1994 6
AdiGudom
1988
1991 7
Ambagiworgis
1965
2004 8
Aykel 9
Dambat
1997 10
Debark 11
Gonder 12
Hawzen 13
Humera
1961
2002 14
Ibnat
1972 15
Lalibela
1973
1989 16
Mekele 17
Metema 18
Samre
1999 19
Sekota 20
Wukro 21
Zarima
NOTE
Data is available
Data is not available

23. Monthly Rainfall Histogram at Axum
June
July
August
September
October
November
December
January
February
March
April
May
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
Minimum(mm) 14 85 23 7

24. Histogram For Monthly Metrological Parameter At Adwa
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
1.46
0.98
1.03
0.96
0.88
1.14
1.41
1.73
1.55
1.52

25. 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

26. Recommended R-R models for monthly and annual flow estimationSn
Month
Recommended R-R Model r² 1
June
R = 0.077P
0.72 2
July
R = 0.088P
0.7863 3
August
R = P P
0.639 4
September
R = P P
0.2466 5
October
y = P
0.2683 6
November
R = 0.248P
0.5395 7
December
R = P P
0.3771 8
January
R = P P
0.4802 9
February
R = P P
0.1359 10
March
R = P P
0.0867 11
April
R = P P
0.0544 12
May
R = P P
0.7471 13
Annual
R = P P
0.1538

27. 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 00
2.22
0.84
0.64
0.38
0.0
0.70
0.80
7.11
11.84 50
1.19
2..94
6.67
1.38
0.99
0.68
1.18
0.8
0.89
0.96
16.93
21.49 60
1.10
2.45
5.74
1.35
.80
0.79
0.85
0.92
18.05
18.44 75
2.29
4.09
1.31
0.86
0.76
14.98
16.84 90
1.47
2.70
1.27
0.71
11.43
15.02 95
0.50
1.40
1.87
1.25
10.25
14.37

28. Area Capacity Curve for Maychew Dam
Reservoir sedimentation
Area Capacity Curve for Maychew Dam
Sr.no
Method
Rate(m3/sqkm/yr)
(i)
Jenson Painter
Log (s) = Log (D) – 0.31 Log (A) log (H) log(P) log (T) – log
(V) log (G)
1900
(ii)
Longbein &Shum
125 ton/sqkm/yr with a mean annual rainfall of 740 mm.
223
(iii)
Flaming Qs = aqwn
2541
(iv)
Borkena Dam
observed as 1375 m3 /sqkm/yr
1375
(v)
Direct Measurement
reported sedimentation rate as 434 m3/sqkm /yr.
434
(VI)
Maria Shito
5260 tons/mm3 / yr.
468

29. 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
4.24 13
124474
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 33 34 35 36 37 38 39 40 41 42 43 44 45 46

30. Reservoir sizing

31. Synthetic Unit Hydrograph for Maychew Dam siteSn
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
SUH Ordinates 2 Hour Duration 3
CachimentareaKm2)
166.3 4
coefficient depend on theretation and storage characterstics(Cp)
0.93 Hr 6 12 24 32 5
Coefficient depend on the characterstics(Cl)
0.5
Discharge (m3/s) For 3.42 cm rain fall
18.85
28.27
37.7
18.9
Basin Lag (Tp)(hr)
11.4
Discharge (m3/s) for 2cm rain fall
0.0
11.0
16.5
22.0 7
Unit duration (Tr)(hr)
2.073 8
Peak Discharge (Qp)(m3/s) 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
Weidth seventy five(W75)(hr)
16.75 13
Slop
0.017 14
exponential index(n)
0.38 15
time of concentration(hr)

32. S curve and Unit Hydrograph Maychew Dam site

33. Maximum One day Rain fall at Axum for Various return Period
Axum storm Analysis
year
Maximum Rain Fall in Day
Maximum of Maximum rain Fall
1992
67.8
115.4
1993 30
1994
56.5
1995
34.2
1996
89.2
1997
35.2
1998 77
Maximum One day Rain fall at Axum for Various return Period
1999 50
2000
Return Period TY
k(constant)
P(mm) in a day
P(mm)in24 hours rain
2001
66.4 20
106
121.51
2002
23.4
126
144.89
2003
39.9
100
141
162.41
2004 49
500
176
202.89
2005 53
1000
192
220.29
2006
70.4
10000
242
278.07
2007 62
100000
292
335.85
2008
16.3
PMS
342
393.62
Average
STD CV

35. Design Flood
The following standards are used for Design floods.
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.
ICE (Institute of Civil Engineers, GB)
Spillway design :-
Reservoir at full supply level and year return period or 0.5 PMF which ever is higher is impinging for standard condition where over topping is not permitted.
Reservoir at full supply level and 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 m3/s as dam height is more than 30m. The design flood shall be m3/s as it is more than half the PMF. However it is recommended that the design flood shall be considered as m3/s because:
It is the water supply project evolving high risk
There is no substantial difference between PMF and year return period flood
Being on safer side

36. 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 2
1686
179 3
1687
505 4
1688
928 5
1689
1428 6
1690
1996 7
1691
2623 8
1692
3306 9
1693
4039 10
1694
4820 11
1695
5645

37. Storage Integration CurveB
Storage Integration Curve
Routing time=1 hours Sn
Elevation
Storage
O/2
S/t
S/T+O/2
Outflow 1
1685
10.29
2859 2
1686
11.18 89
3194
179 3
1687
12.10
252
3614
505 4
1688
13.06
464
4091
928 5
1689
14.05
714
4617
1428 6
1690
15.08
998
5186
1996 7
1691
16.14
1312
5796
2623 8
1692
17.24
1653
6443
3306 9
1693
18.37
2019
7122
4039 10
1694
19.53
2410
7835
4820 11
1695
20.73
2822
8582
5645 12 13 14

38. 50 year planning scenario
Spillway Analysis
50 year planning scenario Sn
Spillwa y length( m)
PMF
10000 year return period flood
Half PMF
Inflow(m3 /s)
Out flow(m3/ s)
MWL(m)
Out flow(m3/s ) 1 40
710.82
698
1689.1
508.62
499
355.41
349 2 50
700.8
501.4
350.40 3 65
698.8
499.9
349.23 4 85
705
1687.5
505
352.9
100 year planning scenario Sn
Spillwa y length( m)
PMF
10000 year return period flood
Half PMF
Inflow(m3 /s)
Out flow(m3 /s)
MWL(m)
Out flow(m3/ s) 1 40
710.82
698
1689.1
508.62
499
355.41
349 2 50
700.8
501.4
350.40 3 65
698.8
499.9
349.23 4 85
705
1687.5
505
352.9

39. comparison for various length of spillway for Maychew dam plannig senario for 50 years and crest of dam/ FSL1685 Sn
length
10000
PMF
Half PMF
inflow in m3/s
out flow in m3/s
MWL 1 40
508
499
710
698
1689.1
355.41
349 2 50
501
700.8
350.4 3 65
500
698.8
349.23 4 85
505
1687
705
1687.5
352.9

40. comparison for various length of spillway for Maychew dam plannig senario for 100 years and crest of dam/ FSL1689 Sn
length
10000
PMF
inflow in m3/s
out flow in m3/s
MWL 1 40
508
495
710
691
355.41
345.8 2 50
498
695.8
347 3 65
501
700.1
350.1 4 85
502
702

41. Dam Design Parameters Sr.N Description Unit 50 year planning scenario
Remark 1
River bed level m
1650 2
Dead Storage
Mm3
4.08
7.85 3
Dead storage level
1676
1682 4
Live storage
6.21 5
FSL M
1685
1689 6
Design flood
m3/s
710.82 7
Spill way
gated
b) un gated
40 length and 4m flood lift
Initially crest at RL 1685 and installation of 4m high gates in next phase
65 m length and 3m flood lift with solid crest at 1685
Initially crest at RL 1689 and installation of 4m high gates in next phase
65 m length and 3m flood lift with solid crest at 1689 8
MWL
b)Un gated
1688
1693
1692 9
Top of dam RL
a)Gated
1991
1690
1695
1694 10
Out lets level for demand drawl
One at 1676 and another at 1682 11
Silt scour sluices levels
1651
Out let for demand drawl may also be designed as scour sluice

42. 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.

43. Project Management Consultancy,
Completion and Operation of Sangola Branch Canal

44. 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)

45. Flow Chart Start Collection of data Literature Review
Compilation, analysis & Preparing monitoring network in consultation with MKVDC
Presentation before
Competent Authority
Follow up and Feed back
Yes No Is
It Complete ?
End

46. Description of component
Annexure 1.2
Sangola Branch Canal ProjectFinancial Completion Programme as on March. 2012
(Rs. in crores)
Sr. No.
Description of component
Balance as on 31/03/12
Jun-12
Sep-12
Dec-12
Mar-13
Jun-13
Sep-13
Dec-13
Mar-14 1 2 3 4 6 7 8 9 10 11 I
Main Canal & Branches A
Main Canal
Land Acquisition
Earthwork
Lining
Structures B
Branch Canal
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 II
Distributories & Minors
Grand Total

47. Performance Domain

48. In Place Lining Prototype Project Imperial Country California
Coachella Canal
Imperial Country California

50. Cross Section of Coachella Canal

51. Paver

52. 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

53. Asian Development Bank (TA 47017- India)
Support for National Action Plan for Climate Change – National Water Mission Final Report- June 2011
Sub Basins
Lower Sutlej Sub basin in Punjab
Kshipra Sub Basin In Madhya Pradesh and
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)
Hon. Member of Parliament of SBC area - Chairman
Hon. M.L.A. of SBC area Member
Hon. M.L.C. of SBC area Member
Chief Engineer WRD Of SBC area Member
Bhama Consultancy Services Member Secretary

54. Project Management Consultancy World Bank Aided Hydrology Project-II
Implementing Agencies States
 1. Andhra Pradesh  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 5 12 8 10 4 2
Central Agencies
1. MoWR 2. CWC 3. IMD 4. CPCB 5. CGWB 6. NIH 7. CWPRS 8. BBMB 1 7 3 13 5 11

55. HIS Manuals and Guidelines
Volume
Subject
Component 1
HIS
a) Design manual
b) Field Manual
Part I - Job Description
Part II - TOR & HDUG
Part III - Data need assessment
c) Reference manual 2
Sampling Principles
Design Manuals 3
Hydrometery
a) Design manuals
Part I - Network Design & Site selection
Part II - SRG O&M
Part III - ARG O&M
Part IV - FCS - O&M
Part V - Field maintenance, Audit and calibration
Reference Manual 4
Hydrometeorology
a) Design manuals
b) Field Manual
Part I - Network Design & Site selection
Part II - River stage curve
Part III - Flood Management
Part IV - Current meter gauge
Part V - Field application and ADCP
Part VI - Slope area method
Part VII - Field application and audits
Part VIII - Maintenance & Calibrations
c) Reference manual 5
Sediment Transport Measurement 6
Water Quality Sampling 7
Water Quality Analysis
b) Operation manual 8
Operation Manual
Part I - Data Entry and primary validation
Part II - Secondary validation
Part III - Final Processing and analysis
Part IV - Data management 9
Data transfer storage & dissemination

56. Present HIS Status Sr.NO Subject activity Observation Rectification 1
Hydrometry
Volume 4 - Field Manual Part II - River stage observation
DWLR's pressure sensor types are not working and some of them are beyond the repairs and replacement
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. 2
Volume 4 - Field Manual Part IV - Current meter gauge
Cableway arrangement for current meter observations are not functioning and therefore velocity measurement by current meter are not done
The velocity observation measurements are taken by float and note to that effect is recorded in the register.
Volume 4 - Field Manual part II - River stage curve
Stage discharge curve have been established 3
Data processing and analysis
Volume 8 - Part I - Data Entry and Primary validation
Data Entries are made at the Sub Divisional Data centre after collection of the data for a month.
It shall be done on a weekly basis which Field officers have agreed to practice in next monsoon 4
Tank table data (Outflow discharge, Withdrawals, Spillage details etc) for 18 reservoir site is available. However data entry has not been done as received data is not in uniform and prescribed format.
Uniform and requisite format for receiving and entering the data shall be developed. 5
Volume 8 - Part III - Final processing and analysis
Hydrological balance and accounting, Hydrological modeling have not started yet
This will be tried for Eight Identified sites shortly.
Volume 8 - Part II - Secondary validation
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.
A joint meeting of CWC and implementing agencies for finalizing the issue. 6
Data transfer storage and dissemination
Value 9 - Operational manual
The nature of the available Hydrological data has been uploaded on website.
The data itself shall be posted on the website.
HIS
Volume 1 - Part II - TOR and HDUG
State and District level 495 HDUG have been registered.
Publication -
Water year book for usage of water resource planning have been published. The information regarding floods have also been published

57. Levels of operation Level-1 Observer At field level
Level Checker Field Sectional Engineer
Level Supervision Sectional Engineer in sub division
Level Supervision Sub-Divisional Engineer
Level In charge Sectional Engineer in division
Level In charge Executive Engineer
Level Data center Sectional Engineer in Circle Office
Level Data center Executive Engineer in Circle Office
Level Data center Superintending Engineer
Level Head Chief Engineer HP

58. 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
Demonstrate benefits of changes in cropping pattern
Support decision on canal lining
Gujarat (Mahi Basin)
Increased efficiency of water management in general
Combined operation of reservoir in dry, normal and flood conditions
Improving conditions for the population in drought prone areas
Reduced periods of inundation in low-sloping command areas
Karnataka (Palar Basin)
Drought management
Indentifying recharge areas
Determining impacts of over exploitation of GW
Karnataka (Tungabhadra Command area)
Fertilizer pollution of groundwater
Water logging at head-end and scarcity 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 (Wainganga Basin)
Assessment of water resources availability
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

59. Conjunctive use in irrigated area
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)
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.

60. 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

61. HDA 1 Assessment of Water Resources Potential- Availability/ Yield
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).

62. 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 (hydro-meteorological, 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.

63. 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.
Development of software tools for covering procedures for assessing silt rates using observed silt data or reservoir resurvey data.
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.
Developing regional models for sediment yield using the procedure proposed by Garde and Kothyari (1987), for seven identified regions within seven zones of India.
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.
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.
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.
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.

64. 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
Study of WQ fluctuations in River Vishavamitri
CE & Dir.GERI
Mr. K.L. Dave
Draft Final
Report January -2011
SW-GJ-3
Study of trends in WQ of locations identified as hot spots
SW-GJ-4
Monitoring of WQ fluctuations in River Sabarmati
SW-Kn-1
Study of water samples in Southern Karnataka
CE Hyd.Wat.Res. Dept but PI is
Shri H.K. Nagrag KERS
Final Report under preparation
SW-MH-1
Optimization of G & D stations network of Maharashtra
Shri Gosavi
CE HP Nashik & R.K Niturkar CWPRS
Report is to be obtained from CWPRS
SW-NIH-1
Integrated approach for snow melt runoff and effect of Anthropogenic activities in Beas Sub-basin
Dr. Sanjay Jain & Dr. Sharad Jain NIH Roorkee
Final Report March-2011
SW-NIH-3
Hydrological assessment un gauged catchments (small catchments) in Mahanadi Sun-basin Orissa
Dr. P.K. Bhunya NIH Roorkee
Report under preparation and awaited
SW-NIH-4
Urban Hydrology for Chennai City (Tamil Nadu)
YR Satyji Rao NIH Roorkee

65. IRRIGATION & CAD DEPARTMENT
GOVERNMENT OF ANDHRA PRADESH
IRRIGATION & CAD DEPARTMENT
FLOOD FLOW CANAL PROJECT SRSP
ALIGNMENT PROPOSALS AND HYDRAULIC PARTICULARS OF
DISTRIBUTORY NO From Km 0.00 to Km 4.635
TAKING Km 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

66. DISTRIBUTORY NO. 11 From Km 0.00 to Km 4.635 TAKING OFF @ Km 32.700 OF
Index Map
DISTRIBUTORY NO From Km 0.00 to Km TAKING Km OF
GAURAVELLI RIGHT MAIN CANAL

67. DISTRIBUTORY 11 (D-11)OF RIGHT MAIN CANAL OF GOURAVALLY RESERVOIR.
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
PROPOSED ALIGNMENT OF DISTRIBUTORY – 11 (D 11)
4.1 INTERSECTION POINTS AND CURVES:
PREPARATION OF ALIGNMENT PLANS:
4.3 CANAL CROSS SECTION (Typical)
CROSS MASONRY WORKS
CROSS DRAINAGE WORK
L/S OF CANAL
PREPARATION OF INDEX MAP
LAND ACQUISITION PLANS AND SCHEDULES
STATEMENTS & DRAWINGS:
CONCLUSION

68. 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

69. Location of DP (Offtake Point)
Pipewise(Out Letwise) Ayacut Register of Distributory of Gouravelly Right Canal (Reach VII )
Sr. No.
Discription of Out Let(Pipe)
Location of DP (Offtake Point)
Area Under Ayacut
Remarks Km
Acres 1
OT Of M-1 L
0.025
527.68
Reach I 2
OT Of M-2 R
197.42 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
370.57 7
OT Of M-7L
3.850
293.79
Reach V 8
OT Of M-8R
224.17 9
OT Of M-9L
4.635
384.18
Reach VI
Tail Minor
Total

70. NAME OF OUTLET DY 11 -M 1 L@Km 0.035 DPR-1
Pipewise(Out Letwise) Ayacut beneficiries of Distributory of Gouravelly Right Canal. (Reach VII )
NAME OF OUTLET DY M DPR-1
SR.NO
Village
SY. NO.
Total Extent As Phani
Area under Chak
Extent Under Chak
Deductions
Dry Ayacut in Chak
Name of Ayacutdar UC
Wet(Magani)
Tank
Acre
Gunta % 1 2 3 4 5 6 7 8 9 10 11 13 14
(4+(5/40))*6/100 .=
Chilpur
579 29 55
4.80
0.00
Katherasala Ayeliah
574 15 24 20
3.12
Damara Rajaiah
573 35 90
3.49
Narageni Venkata Rao
572 32
0.39
Damara Buchaiah
545 28
6.93
DameraBhucchaiah s/o Komraiah
547 60
1.22
Damera Bhucchaiah s/o Komraiah
549
0.27
BurraKattaiah
580 75
6.02
536
100
0.50
Kattherasala Ilaiah s/o Komraiah
535A 80
5.36
Devulapalli Laxmaiah s/o Mallaiah
537
3.03
Kattherasala Ilaiah 12
538 18 19
18.48
Kattherasala Ilaiah Komraiah
539
10.50
Thota Rajaiah s/o Laxmaiah
540 31
5.78
Gade Komraiah s/o Veeraiah
541 36
4.90
Pittla Narsaiah s/o Pullaiah 16
543 25
3.63
Thota Rajaiah s/o Narsaiah 17
535
6.03
Kristagiguda
318
0.75
Putta Harikishan Reddy
319
1.20
Welsula Gattaiah
366 26
Gandla Mallaiah 21
367 22
3.34
89.97

71. Hydraulic Particulars For Distributory of Gouravelly Right Canal
(Reach VII )
Reach Name /Reach From -To ( in Km)
REACH I From Km 0.0 to Km 0.030
REACH II From Km to Km 1.205
REACH III From Km to Km 1.730
REACH IV From Km to Km 2.905
REACH V From Km to Km 3.780
REACH VI From Km to Km 4.635 1
Ayacut
810.91 2
Duty
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
1.400
1.300
1.200 5
Bed Fall (S)
1 in 2500 6
Rugosity Coefficient (n)
0.025 7
Full Supply Depth (FSD)
0.80
0.75
0.70
0.650
0.600 8
Free Board
0.300 9
Side Slopes (s)
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 14
Velocity (V)=(1/n)*r^(2/3)*sqrt(1/S)
0.504
0.482
0.465
0.461
0.439
0.416 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
0.424 17
C=Constant=0.53 18
V/Vo
1.067
1.057
1.046
1.035
1.023 19
B/D ratio
2.00
2.14

72. Hydraulic Particulars For Distributory 11 @Km 32
Hydraulic Particulars For Distributory of Gouravelly Right Canal (Reach VII )
REACH VI From Km to Km 4.635
3.6
= TBL Width
Design Calculations 3
= FSL Width
Ayacut =
Acres
0.6 m 1 or
811
Hectares
Duty
115
acre/cusec
1.5
Discharge (Qr)
0.495
Cumecs
1.20
Bed Width (B)
1.200
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
Free Board
0.300
Side Slopes (s)
Wetted Area (A)
1.260
Sq.m.
Wetted Perimeter (P)
3.364
R=A/P
0.375
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
5.91%
cushion
Critical velocity (Vo)=Vc =c*d^0.52
0.406
0.512
C=Constant=0.53
V/Vo
1.02
0.9<V/Vo<1.1. Hence OK
B/D ratio
2.00 OK

73. CROSS MASONRY WORKS For Distributory 11 @Km 32
CROSS MASONRY WORKS For Distributory 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
CHAIN
EXISTING ROAD
BED
F.S.D.
HYDRAULIC PARTICULARS OF CANAL IN M.
LOSS
REMARKS
No.
IN KM.
LEVEL
WIDTH
IN M.
B.L
F.S.L.
T.B.L. OF
U/S
D/S
HEAD 1
CT CROSSING
SLPC-1/1678m
1.678
1.50
0.70
0.000 2
SLPC 2/2600m
2.600
1.40 3
SLPC-3/3750m
3.750
1.30
0.65 4
SLPC-4/4600m
4.600
1.20
0.60

74. STATEMENT SHOWING THE CROSS DRAINAGE WORKS PARTICULARS OF PARENT CANAL
CROSS DRAINAGE WORKS For Distributory 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
PARTICULARS OF DRAIN
PARTICULARS OF PARENT CANAL
LOSS OF
REMARKS
C.D.WORK
IN Km
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
IN MTS.
Nil

75. Hydraulic Particulars For Distributory 11 @Km 32
Hydraulic Particulars For Distributory of Gouravelly Right Canal .(Reach VII )
From Km 0.0 to Km 7.139
S.No
Reach in Km.
DISTANCE in (m)
HYDRAULIC PARTICULARS
BED LEVEL
FULL SUPPLY LEVEL
LOSS OF HEAD
COEFFICIENT OF RUGOSITY (n)
PROPOSED STRUCTURE / Remarks
FROM TO
AT START
AT END
DUE TO BEDFALL in (m)
DUE TO REACH CHANGE
DUE TO DROPS in (m)
TOTAL in (m)
REQUIRED DISCHARGE in (cumec)
BED WIDTH in m
F.S.D in m
SURFACE FALL
SIDE SLOPES
VELOCITY in m/sec
DESIGNED DISCHARGE in (cumec)
REACH I From Km 0.0 to Km 0.030 1
0.000
0.025 25
1.054
1.60
0.80
1 in 2500
1 in 1.5
0.504
1.128
0.010
OT Of M-1L /M 2 R/25 m 2
0.030 5
0.002
0.050
0.052
Reach I End&Reach II Start/30m 30
0.012
0.062
REACH II From Km to Km 1.205 3
0.125 95
0.875
1.50
0.75
0.482
0.950
0.038
1.000
1.038
Drop 1/1.0/125m 4
0.200 75
2.000
2.030
Drop 2/2.0/200m
0.300
100
0.040
1.500
1.540
Drop 3/1.5/300m 6
0.375
1.530
Drop 4/1.5/375m 7
0.525
150
0.060
1.560
Drop 5/1.5/525m 8
0.675
1.060
Drop 6/1.0/675m 9
0.850
175
0.070
1.070
Drop 7/1.0/850m 10
1.200
350
0.140
M 3R/1200m 11
1.205
Reach II End&Reach III Start/1205m
1175
0.470
9.500
10.020
REACH III From Km to Km 1.730 12
1.375
170
0.828
0.70
0.465
0.831
0.068
1.068
Drop 8/1.0/1375m 13
125
1.550
Drop 9/1.5/1500m 14
1.678
178
0.071
SLPC-1/1678m 15
1.725 47
0.019
M 4L/1725 16
1.730
Reach III End&Reach IV Start/1730m
525
0.210
2.500
2.710
REACH IV From Km to Km 2.905 17
1.900
0.762
1.40
0.461
0.790
1.568
Drop 10/1.5/1900m 18
2.050
Drop 11/1.5/2050m 19
2.200
Drop 12/1.0/2200m 20
2.600
400
0.160
SLPC 2/2600m 21
2.850
250
0.100
1.100
Drop 13/1.0/2850m 22
2.900 50
0.020
M 5R/M6L/2900m 23
2.905
Reach IV End&Reach V Start/2905m
5.000
5.520
REACH V From Km to Km 3.780 24
2.925
0.622
1.30
0.65
0.439
0.648
0.008
1.008
Drop 14/1.0/2925m
3.525
600
0.240
1.240
Drop 15/1.0/3525m 26
3.650
1.250
Drop 16/1.2/3650m 27
3.750
SLPC-3/3750m 28
3.775
M 7R/M 8L/3775m 29
3.780
Reach V End&Reach VI Start/3780m
875
0.350
3.200
3.600
REACH VI From Km to Km 4.635
4.050
270
0.495
1.20
0.60
0.416
0.524
0.108
2.108
Drop 17/2.0/4050m 31
4.325
275
0.110
1.310
Drop 18/1.2/4325m 32
4.500
1.270
Drop 19/1.2/4500m 33
4.600
SLPC-4/4600m 34
4.635 35
0.014
M 9L/Tail Minor/4635m
Reach VI End/4635m
855
0.342
4.400
4.742
4635
GRAND TOTAL =
1.854
24.600
26.654
Arithematical Check =
First FSL -
Last FSL
Hence tallied. OK

76. Structures For Distributory 11 @Km 32. 700 of Gouravelly Right Canal
Structures For Distributory of Gouravelly Right Canal .(Reach VII )
Total Structures
Sr.No
Type of Structure
Chainage(Km)
Out Let
Drops (m)
Total Drops( )
CD Works
Total CD(11+12)
Cross Masonary
Total CM(14+15)
Direct Pipes
Total DPs( )
Grand Total( )
0.50
1.00
1.20
1.50
2.00
Piped UT
Super Passage(SP)
SLPC
DLPC
Right Side
Left Side
Tail 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21
OT Of M-1L /M 2 R/25 m
0.025
Drop 1/1.0/125m
0.125
Drop 2/2.0/200m
0.200
Drop 3/1.5/300m
0.300
Drop 4/1.5/375m
0.375
Drop 5/1.5/525m
0.525
Drop 6/1.0/675m
0.675
Drop 7/1.0/850m
0.850
Structures in Km 1
M 3R/1200m
1.200
Drop 8/1.0/1375m
1.375
Drop 9/1.5/1500m
1.500
SLPC-1/1678m
1.678
M 4L/1725
1.725
Drop 10/1.5/1900m
1.900
Structures in Km 2
Drop 11/1.5/2050m
2.050
Drop 12/1.0/2200m
2.200
SLPC 2/2600m
2.600
Drop 13/1.0/2850m
2.850
M 5R/M6L/2900m
2.900
Drop 14/1.0/2925m
2.925
Structures in Km 3
Drop 15/1.0/3525m
3.525 22
Drop 16/1.2/3650m
3.650 23
SLPC-3/3750m
3.750 24
M 7R/M 8L/3775m
3.775
Structures in Km 4 25
Drop 17/2.0/4050m
4.050 26
Drop 18/1.2/4325m
4.325 27
Drop 19/1.2/4500m
4.500 28
SLPC-4/4600m
4.600 29
M 9L/Tail Minor/4635m
4.635
Structures in Km 5
Grand Total

77. STATEMENT SHOWING THE DETAILS OF DROPS HYDRAULIC PARTICULARS OF CANAL
Hydralic Particulars For Distributory of Gouravelly Right Canal .(Reach VII )
From Km 0.0 to Km 7.139
STATEMENT SHOWING THE DETAILS OF DROPS
S.NO.
CHAINAGE
DEPTH
HYDRAULIC PARTICULARS OF CANAL
FREE
SOILS AT
REMARKS
OF DROP
BED WIDTH
F.S.D
B.L
F.S.L.
T.B.L.
FOUNDATION
OGL
IN KM.
(m)
U/S
D/S
Board
IN MTS. 1
0.125
1.00
1.50
0.75
0.300
Hard Murum 2
0.200
2.00 3 4
0.375 5
0.525 6
0.675 7
0.850 8
1.375
0.70 9
1.500 10
1.900
1.40 11
2.050 12
2.200 13
2.850 14
2.925
1.30
0.65 15
3.525 16
3.650
1.20 17
4.050
0.60 18
4.325 19
4.500

78. CURVES STATEMENT FOR DISTRIBUTORY 11(DY 11)
FROM KM TO KM 4.635
CURVES STATEMENT
S.No.
I.P. No.
I.P. chainage(Along Apex) ( in Km)
Deflection Angle, D
Tangent length R tan(D/2)
Curve length ( in m )
Apex distance ( in m )
TP 1 Chainage ( in Km)
TP 2 Chainage ( in Km)
apex chainage on curve 1
0.025
15.00
10.54
20.952
0.691
0.014
0.035 2
0.100
30.00
21.44
41.905
2.824
0.078
0.120
0.099 3
0.210
9.00
6.30
12.571
0.248
0.203
0.215
0.209 4
0.514
29.00
20.70
40.508
2.634
0.492
0.533
0.512 5
0.833
28.00
19.95
39.111
2.451
0.811
0.850
0.831 6
1.025
14.00
9.83
19.556
0.601
1.012
1.032
1.022 7
1.212
21.00
14.83
29.333
1.363
1.194
1.224
1.209 8
1.436
1.418
1.447
1.433 9
1.834
25.00
17.74
34.921
1.944
1.813
1.848
1.830 10
2.131
10.00
7.00
13.968
0.306
2.120
2.134
2.127 11
2.403
3.00
2.10
4.190
0.027
2.397
2.401
2.399 12
2.579
40.00
29.13
55.873
5.138
2.546
2.602
2.574 13
2.700
22.00
15.56
30.730
1.499
2.678
2.709
2.693 14
2.830
8.00
5.60
11.175
0.196
2.817
2.829
2.823 15
3.016
3.002
3.009 16
3.286
26.00
18.48
36.317
2.106
3.261
3.297
3.279 17
3.493
3.468
3.503
3.485 18
3.790
19.00
11.72
23.222
0.974
3.770
3.793
3.782 19
4.042
83.00
61.97
23.486
3.972
4.073
4.022 20
4.284
35.00
22.08
42.778
3.400
4.231
4.274
4.252 21
4.443
16.17
31.778
1.843
4.395
4.426
4.410 22
4.594
27.00
16.81
33.000
1.991
4.544
4.577
4.561 23
Tail
4.669
15.52
30.381
1.976
4.620
4.650
4.635