profile integrated water resources development & management water supply schemes project...

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

1. Andhra Pradesh 2. Chhattisgarh 3. Goa 4. Gujarat 5. Himachal Pradesh 6. Kerala 7. Karnataka 8. Madhya Pradesh 9. Maharashtra10. Orissa11. Pondicherry12. Punjab13. Tamilnadu


Central Agencies

1. MoWR2. CWC3. IMD4. CPCB5. CGWB6. NIH7. CWPRS8. BBMB

Implementing Agencies States

World Bank Aided Hydrology Project-II

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Index Map DISTRIBUTORY NO. 11 From Km 0.00 to Km 4.635 TAKING OFF @ Km 32.700 OF

GAURAVELLI RIGHT MAIN CANAL

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

PRECIPITATIONIt 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 PRECIPITATION1.Convective 2.Orograpic

3.Trough 4.Cyclonic

RAIN GAUGING

Auto Recording Rain gauge Station STANDARD RAIN GAUGE STATION

Inflow

The discharge measurement The stage-discharge relation

Measuring stream stageHow Stream flow is Measured

A Stream GaugingI. Stage GaugingII. Stage Discharge

CurveIII. DischargeIV. inflow B Tank Table DataInflow=Final storage – Initial storage + spills + withdrawals

Current Meter

Hydrologic Modeling

BAGH SUB-BASIN , GROUPS OF CATCHMENT AND THISSEN POLYGON

Hydrological Analysis for different catchments in Bagh sub basinSr. No Catchment Area Rainfall Data Inflow Data R-R Equation

R.G. Weightage Month Modeling Generated series1 Up to Sirpur 437.6

Deori 0.13 Sirpur Tank Data June R = 0.214 * P -14.79 R = 0.214 * P -14.79

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-201.902 Up to Kalisarar 133.42

Sirpur 0.95 Kalisarar Tank Data June R = 0.121 *P -8.367 R = 0.121 *P -8.367

Pipriya 0.05 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-153.003 Up to Pipriya 234 Pipriya 1 GDS at Pipriya June R = 0.154 * P -16.29 R = 0.154 * P -16.29

July R = 0.955 * P -233.80 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-373.004 Below Pipriya 303.54 Pipriya 1 Homoginity 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-373.005 Remaining catchment 1674.44

Gondia 0.50 Homoginity June R = 0.214 * P -14.79

Sirpur 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*253.807 Bagh Catchment Sirpur

Homoginity2783

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

Sr. No Catchment C.A.

Interception Rate Monsoon Yield(Mm3) Intercept yield (Mm3) Total Yield Mm3Sqkm

Type Mm3 Mm3/Sqkm Average 50% 75% Average 50% 75% 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 8.969 200.637 205 162.609

2

up to Kalisarar

133.42

MI Tanks KT wairs (5)

0.31

Ex Mal Gujari Tanks

Total 0.305 0.0023 50.34 50.1 40.7 0.305 0.3 0.247 50.645 50.4 40.937

0

3

Eastern Bagh up to Pipriya

234

MI Tanks and KT wairs (21)

0 0 90.52 84.7 60.1 0 0 0 90.52 84.7 60.1

8.38 4

Eastern Bagh below Pipriya

303.54

Ex Mal Gujari Tanks(13)

8.38 0.0276 117.4 110 78 8.38 7.83 5.564 125.8 118 83.524

5

Remaining Catchment

1674.44

MI Tanks and KT wairs (201)

161.1

Ex Mal Gujari Tanks(653)

48.69Total 209.7 0.1253 684 683 511 209.74 209 156.8 893.78 893 668.127

6 Total 2783

Total 229.5 0.0825 1128 1121 836 229.492 228 170.1 1357.54 1349 1006.16

Post monsoon inflowsSr.No Catchment Ariea Station Waighte

dAnnual

Rainfall(mm)

Weighted

Rainfall (mm)

Annual

Mansoon Rainfall

(mm)

Post Mansoo

n Rainfall (mm)

Post Monsoon

Runoff

Mansoon Yield Post Mansoon Yield Annual Yield

Avg. 50% 75% Avg. 50% 75% Avg. 50% 75%

26a) Up to Sirpur

437.601.Deori 0.13 1280

2.Bonde0.11

1249

3.Sirpur 0.76 1343 1324.9 1272.05 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

133.421.Sirpur 0.95 1343

2.Pipriya 0.05 1348 1343.3 1279.63 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

2341.Pipriya 1.00 1348 1348.0 1341.95 6.05 0.001

*** 0.030 90.52 84.59 60.1 2.72 2.54 1.803 93.24 87.13 61.90

d) Below Pipriya

303.541.Pipriya 1.00 1348 1348.0 1341.95 6.05 0.001

*** 0.030 117.42 109.73 77.96 3.52 3.29 2.34 120.94 113.02 80.30

e) Remaining catchment

1674.41.Gondia 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 9.54 0.003

*** 0.030 684.04 683.25 511.3 20.52 20.50 15.34 704.56 703.75 526.68

f) Bagh Sub

basin2783

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 1348

e) Remaining 0.60 1224.10 1269.6 1250.14 19.5 0.005

*** 0.030 1128.05 1120.64 836.1 33.97 33.75 25.18 1162.02 1154.39 861.25

Annual Yield Bagh Sub Basin

Catchment C.A Monsoon Yields interception Post Monsoon flows Total Flows

Avg 50% 75% Avg 50% 75% Avg 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

c) Up to Pipriya 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 2783 1128.05 1120.64 836.07 229.49 227.98 170.08 33.8 33.58 25.05 1391.34 1382.2 1031.2g) Yield Rate Mm3/Sq.Km

0.405 0.403 0.3 0.082 0.082 0.061 0.012 0.012 0.009 0.5 0.497 0.371

Sub basin Bagh R R Modeling for Water Availability

Sr. No Sub basinCatchment 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% 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 14.962.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- 94.13 118.68 0.00 58.92 30.71 0.52 13.22 19.60 41.63 48.22 60.133.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 0.00 38.69 33.76 0.87 2.65 5.52 14.25 23.87 30.53 October 171.60 0.00 47.18 49.47 1.05 0.00 0.46 18.01 27.74 34.46 R = 0.298*P +1.367 22.98 0.60 6.75 6.45 0.96 0.60 0.66 2.95 4.22 5.09

Annual 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 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

June 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 0.81 0.13 0.39 0.78 1.52 2.82

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 R = 0.429*P- 80.49 25.81 0.00 13.01 7.26 0.56 0.62 3.38 9.41 11.30 13.31

August 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 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

October 199.57 0.00 47.10 57.29 1.22 0.00 0.51 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

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 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

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 R = 0.421*P – 99.46

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 R = 0.395*P +5.099

57.06 3.87 21.59 14.97 0.69 3.96 5.14 9.93 16.50 18.10

October 230.00 0.00 45.53 64.45 1.42 0.00 0.00 0.00 14.12 18.30 R = 0.497*P + 1.956

27.21 0.46 5.75 7.50 1.30 0.46 0.46 0.46 2.10 2.59

Annual 1957.80 793.30 1341.95 291.46 0.22 931.15 1098.24 1190.23 1309.80 1364.90 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

1.Pipriya 1.00

Homogeneity with

Upper Pipriya

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

16.70 0.00 6.54 5.73 0.88 0.00 0.05 1.80 4.08 6.43

July 838.80 210.60 424.79 181.55 0.43 211.55 237.70 302.13 362.08 395.05 R = 0.953P- 233.80 171.68 0.00 53.03 51.22 0.97 0.00 0.00 16.43 33.77 43.31

August 773.80 229.20 410.96 153.01 0.37 246.49 253.88 310.30 349.04 382.90 R = 0.421*P – 99.46

68.69 0.00 22.37 19.50 0.87 1.35 2.25 9.46 14.41 18.74

September 604.40 29.00 220.71 161.94 0.73 29.95 42.69 94.55 165.60 182.90 R = 0.395*P +5.099

74.01 5.02 28.01 19.42 0.69 5.14 6.67 12.88 21.40 23.48

October 230.00 0.00 45.53 64.45 1.42 0.00 0.00 0.00 14.12 18.30 R = 0.497*P + 1.956

35.29 0.59 7.46 9.72 1.30 0.59 0.59 0.59 2.72 3.35

Annual 1957.80 793.30 1341.95 291.46 0.22 931.15 1098.24 1190.23 1309.80 1364.90 R=0.566 *P -373 252.99 36.05 117.42 56.84 0.48 45.92 67.39 77.96 91.54 109.73

e) Remainin

g catchmen

t

1674.4

1.Gondia 0.50

Homogeneity with

Sirpur catchme

nt

June 426.56 35.34 218.70 107.99 0.49 57.07 93.10 139.19 189.74 228.56 R = 0.214*P – 14.79 128.08 0.00 54.47 37.27 0.68 0.00 9.29 25.11 43.22 57.13

2.Rengapar

0.03 July 772.19 171.09 388.12 154.86 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

3.Deori 0.16 August 729.07 157.20 387.33 159.63 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

4.Sirpur 0.09 September 524.53 36.94 184.12 122.43 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

5.Pipariya

0.22 October 111.40 0.46 36.28 33.60 0.93 0.79 2.59 11.99 19.49 26.36 R = 0.298*P +1.367 57.88 2.52 20.39 16.77 0.82 2.69 3.58 8.27 12.01 15.44

Annual 2167.87 735.25 1214.56 325.05 0.27 779.02 828.77 1067.91 1134.40 1196.59 R= 0.499*P-201.90 1533.69 172.24 684.04 305.05 0.45 297.98 363.04 511.34 628.50 683.25

f) Bagh Sub basin 2783

June 432.21 52.92 228.81 111.15 0.49 62.69 97.28 144.37 208.93 230.26Summation 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 0.68 3.29 14.09 37.47 72.96 85.66

July 762.46 171.29 399.80 150.22 0.38 225.07 237.03 294.10 342.78 430.19 991.72 0.00 358.80 259.52 0.72 58.41 83.42 160.77 260.65 382.41

August 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 0.59 141.93 184.77 241.80 289.09 336.09

September 523.17 41.64 192.24 124.88 0.65 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

October 114.27 0.27 41.16 36.19 0.88 0.48 1.64 15.16 24.88 30.39 113.07 4.79 42.48 34.20 0.81 4.96 5.91 18.48 27.92 30.36

Annual 2146.80 810.65 1250.14 307.93 0.25 836.21 944.54 1108.98 1191.76 1202.41 2481.91 458.41 1128.05 477.86 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 Surface Ground Total 75% 50% Avg 75% Avg

Yield Rate Yield Rate Yield Rate Yield Rate Yield Rate Yield RateDept

h

Mm3 Mm3/Sqkm

Mm3 Mm3/

Sqkm

Mm3 Mm3/

Sqkm

Mm3 Mm3/

Sqkm

Mm3 Mm3/

Sqkm

Mm3 Mm3/

Sqkm

mm

1 Upper

Godavari 2 Pravara 3 Mula 4 Middle

Godavari 17482.00 1290.40 423.57 760.5 217.73 0.29 2670.31 0.15 3459.01 0.20 3900.24 0.22 Monthely5 Manjara 6 Terna 3170.65 1182.34 423.24 709.47 181.6709 0.26 319.09 0.10 428.91 0.14 470.85 0.15 Fort nightly7 Lendi 1590.16 1526.91 364.49 770.86 277.55 0.36 328.1153 0.21 404.53 0.25 438.74 0.28 Fort nightly8 Manar 2496.36 1396.52 563.50 794.559473 222.6331 0.28 291.1875 0.12 420.17 0.17 418.66 0.17 Fort nightly9 Dudhana

10 Purna 11 Kayadhu 2179.84 1755.77 552.21 998.06 316.69 0.32 349.06 0.16 709.16 0.33 693.63 0.3 Yearly12 Penganga 13577.00 6054.66 0.45 7728.05 0.57 7968.46 0.6 Yearly13 Sudha-

Survarna 14 Pus 1911.58 1758.21 282.37 895.77 370.02 0.42 596.14 0.3119 808.45 0.4 880.63 0.5 15 Aurnavati 4688.42 1546.6 435.9 923.9 270.9 0.3 603.29 0.1287 1120.33 0.2 1395.2 0.3 16 Bembala 17 Wardha 18 Venna 5673.77 1289.13 528.70 915.61 197.63 0.22 965.03 0.17 1189.21 0.2 1223.16 0.22 Monthely19 Irahi 20 Andhari 21 Nagg 22 Kolar 23 Kanhan 24 Pench 25 Vainganga 26 Bagh 2783.00 2146.7988 810.65 1250.14124 307.934 0.25 836.07 0.30 1120.64 0.40 1128.05 0.41 Monthely27 Gadhavi 1558.83 1873.113 712.51 1146.65723 233.769 0.20 481.5127 0.31 613.44 0.39 648.60 0.42 Monthely28 Khobragadi 1851.60 2459.3708 1086.97 1518.18843 433.741 0.29 612.2613 0.33 698.1398 0.38 775.83 0.42 Monthely29 Pranhita 3181.36 1739.7944 888.05 1335.21903 251.7033 0.19 1191.548 0.37 1600.128 0.50 1502.39 0.47 Monthely30 Indravati 5345.76 2013.5569 1072.65 1430.14506 252.8457 0.18 2350.884 0.4398 2676.82 0.50 2855.51 0.53 Monthely

Water Supply Schemes Axum Water Supply Schemes Ethiopia

Rain fall data availability chartSr,No Station 1960 1970 1980 1990 2000 2010

1 Axum 1963 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 1988 1991 2005

7 Ambagiworgis 1965 2004

8 Aykel 1965 1993-1996 2004

9 Dambat 1970 1988 1997 2004

10 Debark 1970 1988 1993 2004

11 Gonder 1965 2004

12 Hawzen 1971 1988 1992 2005

13 Humera 1961 1992-1996 2002

14 Ibnat 1972 1990

15 Lalibela 1973 1989

16 Mekele 1960 2005

17 Metema 1961 1992-1997 2004

18 Samre 1971 1982 1999 2005

19 Sekota 1971 1982

20 Wukro 1971 1988 1991 2005

21 Zarima 1970 1988 2002 2004

NOTE Data is available

Data is not available

Monthly Rainfall Histogram at AxumMonth 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 0 0 0 0 0 0 0 0

June Ju

ly

Augus

t

Septe

...

Oct

ober

Nove.

..

Dece.

..

Janu

ary

Febru

ary

Mar

chApr

ilM

ay

0102030405060708090

100110120130140150160170180190200210220230240250260270280290300310320330340350360370380390400410420430440450460

maxaveragemin

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

010203040

Temp.

Te...

June

July

Augu

stSe

ptem

ber

Oct

ober

Nov

embe

rD

ecem

ber

Janu

ary

Febr

uary

Mar

ch

April

May

0

50

100

A.Humidity

A.Hu...

June

July

Aug

ust

Sep

tem

ber

Oct

ober

Nov

embe

rD

ecem

ber

Janu

ary

Febr

uary

Mar

ch

Apr

il

May

0

1

2

Wind velocity

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 MayAnnual

HypotheticalAnnual 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 6.1320.4

81.49 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(

m3/

sqkm/

yr)

(i) Jenson PainterLog (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)

1900

(ii) Longbein &Shum125 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 Measurementreported sedimentation rate as 434 m3/sqkm /yr.

434

(VI) Maria Shito5260 tons/mm3 / yr.

468

0 10 20 30 40 500

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

2

f(x) = − 0.0009262735 x² + 0.07582122745 x + 0.1056719581R² = 0.982566196345278

Area capacity curve

area capacity curvve

Polynomial (area capacity curvve)

capacity(Mm3)

are

a(M

m2

)

Area Capacity Curve for Maychew Dam

Projected Demand for Axum TownYear 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

12345678910111213141516171819202122232425262728293031323334353637383940414243444546

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

000000000000000000000000000000000000

0.170221937247424

000

0.7824045325599

00

0.166778491599265

00

Annual Deficit Chart

Years

Deficit Mm3

12345678910111213141516171819202122232425262728293031323334353637383940414243444546

0

0.2

0.4

0.6

0.8

1

1.2

000000000000000000000000000000000000

0.424775226981856

000

1.02977768612426

00

0.651006854463924

00

Annual Deficit Chart

Col...

Years

Deficit Mm3

Reservoir sizing

Synthetic Unit Hydrograph for Maychew Dam site

Sn Description Value

1 Length of the main stream(L)(Km) 28

2Length of the main stream near the

centroid(Lc) from out fall(Km) 17.46 SUH Ordinates 2 Hour Duration

3 CachimentareaKm2) 166.3

4coefficient 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

fall0 18.85 28.27 37.7 28 18.9

6 Basin Lag (Tp)(hr) 11.4Discharge (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

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) 40 20 40 60 80 100 120

0

10

20

30

402hr duration 3.42 cm ra...

0 20 40 60 80 100 1200

100200300400500

S-Curve Shi S-curve

hoursS-c

urv

e o

rdin

ates

0 20 40 60 80 100 12005

10152025

UH-1 UH-2

Hours

M3/

s

+

S curve and Unit Hydrograph Maychew Dam site

Axum storm Analysis

yearMaximum 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 115.4 Return Period TY k(constant) P(mm) in a day P(mm)in24 hours rain

2001 66.4 20 2.970195 2.012486 106 121.51

2002 23.4 50 3.901939 2.82066 126 144.89

2003 39.9 100 4.600149 3.426272 141 162.41

2004 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

0 20 40 60 80 100 1200

100200300400500600700800

Flood Hydrograph for different R.P Maychew Dam site

"20--234"""

"""50"" -- 275"

""1000""--407"

""10000""--508"

"""1000000""--710"

Hours

Dis

char

ge(

m3/

s)

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 Storage Integration CurveRouting time=1 hours

Sn Elevation Storage O/2 S/t S/T+O/2 Outflow1 1685 10.29 0 2858.721 2859 02 1686 11.18 89 3104.924 3194 1793 1687 12.10 252 3361.13 3614 5054 1688 13.06 464 3627.178 4091 9285 1689 14.05 714 3902.69 4617 14286 1690 15.08 998 4188.471 5186 19967 1691 16.14 1312 4484.531 5796 26238 1692 17.24 1653 4789.907 6443 33069 1693 18.37 2019 5102.883 7122 4039

10 1694 19.53 2410 5425.42 7835 482011 1695 20.73 2822 5759.247 8582 564512 13 14

2000 3000 4000 5000 6000 7000 8000 90000

1000

2000

3000

4000

5000

6000f(x) = NaN x + NaN

Series1Linear (Series1)

0 20 40 60 80 100 1200

100200300400500600

Flood Routing

Inf...

Time(hr)

Dis

ch

arg

e(m

3/s

)

50 year planning scenarioSn Spillwa

y length(m)

PMF 10000 year return period flood Half PMF

Inflow(m3/s)

Out flow(m3/s)

MWL(m) Inflow(m3/s)

Out flow(m3/s)

MWL(m) Inflow(m3/s)

Out flow(m3/s)

MWL(m)

1 40 710.82 698 1689.1 508.62 499 1688.28 355.41 349 1687.58

2 50 710.82 700.8 1688.54 508.62 501.4 1687.84 355.41 350.40 1687.23

3 65 710.82 698.8 1687.97 508.62 499.9 1687.38 355.41 349.23 1686.87

4 85 710.82 705 1687.5 508.62 505 1687.00 355.41 352.9 1686.58

100 year planning scenarioSn Spillwa

y length(m)

PMF 10000 year return period flood Half PMF

Inflow(m3/s)

Out flow(m3/s)

MWL(m) Inflow(m3/s)

Out flow(m3/s)

MWL(m) Inflow(m3/s)

Out flow(m3/s)

MWL(m)

1 40 710.82 698 1689.1 508.62 499 1688.28 355.41 349 1687.58

2 50 710.82 700.8 1688.54 508.62 501.4 1687.84 355.41 350.40 1687.23

3 65 710.82 698.8 1687.97 508.62 499.9 1687.38 355.41 349.23 1686.87

4 85 710.82 705 1687.5 508.62 505 1687.00 355.41 352.9 1686.58

Spillway Analysis

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

inflow in m3/s


inflow in m3/s


1 40 508 499 1688.28 710 698 1689.1 355.41 349 1687.58

2 50 508 501 1687.84 710 700.8 1688.54 355.41 350.4 1687.23

3 65 508 500 1687.38 710 698.8 1687.99 355.41 349.23 1686.87

4 85 508 505 1687 710 705 1687.5 355.41 352.9 1686.58

0 20 40 60 80 1001685

1685.5

1686

1686.5

1687

1687.5

1688

1688.5

1689

1689.5

SPILLWAY FLOOD ROUTING

10000RTF

PMF

Half PMF

SPILL WAY LENGTH(M)

MW

L(m

)

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


inflow in m3/s


inflow in m3/s


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

0 20 40 60 80 1001685

1685.51686

1686.51687

1687.51688

1688.51689

1689.5

SPILLWAY FLOOD ROUTING

10000RTF

PMF

Half PMF

SPILL WAY LENGTH(M)

MW

L(m

)

Dam Design Parameters

Sr.N Description Unit 50 year planning scenario 100 year planning scenario Remark

1 River bed level m 1650 1650

2 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

7

Spill way

a) gated

b) un gated

m

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

40 length and 4m flood lift

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

a) gated

b)Un gated

m

1689

1688

1693

1692

9

Top of dam RL

a)Gated

b) un gated

m 1991

1690

1695

1694

10 Out lets level for demand drawl m One at 1676 and another at 1682One 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

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 1695mThese parameters shall be used for designing the project.

Recommended Proposal

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

Collection of data

Literature Review

Compilation, analysis & Preparing monitoring network in consultation with

MKVDC

Presentation beforeCompetent Authority

Follow up and Feed back

End

Start

IsIt Complete ?

Yes No

Annexure 1.2

Sangola Branch Canal ProjectFinancial Completion Programme as on March. 2012

Sr. No. Description of componentBalance as on

31/03/12

2012-13 2013-14

Jun-12 Sep-12 Dec-12 Mar-13 Jun-13 Sep-13 Dec-13 Mar-14

1 2 3 4 4 6 7 8 9 10 11

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

(Rs. in crores)

Performance Domain

In Place Lining Prototype Project Coachella CanalImperial Country

California

Cross Section of Coachella Canal

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 Basinsa)Lower Sutlej Sub basin in Punjab b)Kshipra Sub Basin In Madhya Pradesh andc)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 - Chairmanii) Hon. M.L.A. of SBC area - Memberiii)Hon. M.L.C. of SBC area - Member iv)Chief Engineer WRD Of SBC area - Memberv)Bhama Consultancy Services - Member Secretary

1. Andhra Pradesh 2. Chhattisgarh 3. Goa 4. Gujarat 5. Himachal Pradesh 6. Kerala 7. Karnataka 8. Madhya Pradesh 9. Maharashtra10. Orissa11. Pondicherry12. Punjab13. Tamilnadu


Central Agencies

1. MoWR2. CWC3. IMD4. CPCB5. CGWB6. NIH7. CWPRS8. BBMB

Implementing Agencies States

World Bank Aided Hydrology Project-II

1

2

3

4

5

5

7

8 10

11

12

13

HIS Manuals and GuidelinesVolume 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

b) Field Manual

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 manual5 Sediment Transport

Measurementa) Design manuals

b) Field Manual c) Reference manual6 Water Quality

Samplinga) Design manuals

b) Field Manual 7 Water Quality Analysis a) Design manuals

b) Operation manual8 Operation Manual Part I - Data Entry and primary validation

Part II - Secondary validation Part III - Final Processing and analysis

Part IV - Data management9 Data transfer storage &

disseminationa) Design manuals

b) Operation manual

Sr.NO Subject activity Observation Rectification1 Hydrometry Volume 4 - Field Manual -

Part II - River stage observationDWLR'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 Hydrometry 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.

Hydrometry 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


Volume 8 - Part I - Data Entry and Primary validation

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.


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.

Data processing and analysis

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

Present HIS Status

Level-1 Observer At field level Level-2 Checker Field Sectional Engineer Level-3 Supervision Sectional Engineer in sub division Level-4 Supervision Sub-Divisional Engineer Level-4 In charge Sectional Engineer in division Level -5 In charge Executive Engineer Level-6 Data center Sectional Engineer in Circle Office Level-7 Data center Executive Engineer in Circle OfficeLevel-8 Data center Superintending Engineer Level-9 Head Chief Engineer HP

Levels of operation

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 yearsConjunctive 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 managementIndentifying 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 productionThe impact of GW of measure to mitigate the effect of sand mining

Environmental flowsMadhya 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

Decision Support System - Planning (DSS-P)

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.

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

Present DSS (P) Status

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 2Estimation 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.

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.

HDA 3 Tools identified in

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

DK. Sonkusale EEWR & GW Survey circle Raipur R. Gaikata NIH

Second Interim Report Jun-2011

SW-GJ-2 Study of WQ fluctuations in River Vishavamitri CE & Dir.GERI Mr. K.L. Dave

Draft FinalReport January -2011

SW-GJ-3 Study of trends in WQ of locations identified as hot spots

CE & Dir.GERI Mr. K.L. Dave


SW-GJ-4 Monitoring of WQ fluctuations in River Sabarmati

CE & Dir.GERI Mr. K.L. Dave


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 Report under preparation and awaited

GOVERNMENT OF ANDHRA PRADESHIRRIGATION & CAD DEPARTMENT

FLOOD FLOW CANAL PROJECT SRSPALIGNMENT 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

ContractorsM/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 CONTENTSDISTRIBUTORY 11 (D-11)OF RIGHT MAIN CANAL OF GOURAVALLY RESERVOIR.

1) General 2) Benefited Villages & Mandals3) Design Considerations and design Calculation of Canala) Duty adopted:-b) Change of Canal sectionc) B/D Ratio d) Critical velocity ratio (V/Vo)e) Hydraulic Particularsf) Fixing of sill level4.0 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 WORKS4.5 CROSS DRAINAGE WORK5.0 L/S OF CANAL6.0 PREPARATION OF INDEX MAP7.0 LAND ACQUISITION PLANS AND SCHEDULES8.0 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

Remarks

Km Acres

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 Phani Area under Chak Extent Under Chak

DeductionsDry Ayacut in Chak Name of Ayacutdar

UC Wet(Magani) Village Tank

Acre Gunta % Acre Acre Acre Acre Acre Acre

1 2 3 4 5 6 7 8 9 10 11 13 14

(4+(5/40))*6/100 .=7-8-9-10-11

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

18Kristagiguda

318 15 1 5 0.75 0.00 0.00 0.00 0.00 0.75Putta Harikishan Reddy

19Kristagiguda

319 12 0 10 1.20 0.00 0.00 0.00 0.00 1.20Welsula Gattaiah

20Kristagiguda

366 2 26 10 0.27 0.00 0.00 0.00 0.00 0.27Gandla Mallaiah

21Kristagiguda

367 22 10 15 3.34 0.00 0.00 0.00 0.00 3.34Gandla Mallaiah

89.97 0.00 0.00 0.00 0.00 89.97

Hydraulic Particulars For Distributory 11 @Km 32.700 of Gouravelly Right Canal

(Reach VII )

Reach Name /Reach From -To ( in Km)REACH I From Km

0.0 to Km 0.030REACH II From Km 0.030

to Km 1.205REACH III From Km 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

1 Ayacut 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

14Velocity (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 0.440 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

3= FSL Width

Ayacut = 2008.70 Acres 0.6m 1

or 811 Hectares

Duty 115 acre/cusec 1.5

Discharge (Qr) = 0.495 Cumecs 1.20

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 5.91% cushion

Critical velocity (Vo)=Vc =c*d^0.52 = 0.406 m/s 0.512

C=Constant=0.53

V/Vo = 1.020.9<V/Vo<1.1. Hence

OK for unlined canal as per CE, CDO guidelines

B/D ratio = 2.00 OK

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 CHAINEXISTING

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

IN M. 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



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 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 MTS MTS MTS MTS MTS MTS IN MTS.

Nil

Hydraulic Particulars For Distributory 11 @Km 32.700 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/ RemarksFROM TO AT START AT END 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 0.0301 0.000 0.025 25 1.054 1.60 0.80 1 in 2500 1 in 1.5 0.504 1.128 381.825 381.815 382.625 382.615 0.010 0.000 0.000 0.010 0.025 OT Of M-1L /M 2 R/25 m

2 0.025 0.030 5 1.054 1.60 0.80 1 in 2500 1 in 1.5 0.504 1.128 381.815 381.813 382.615 382.613 0.002 0.050 0.000 0.052 0.025Reach I End&Reach II

Start/30m 30 0.012 0.050 0.000 0.062 0.062

REACH II From Km 0.030 to Km 1.2053 0.030 0.125 95 0.875 1.50 0.75 1 in 2500 1 in 1.5 0.482 0.950 381.813 381.775 382.563 382.525 0.038 0.000 1.000 1.038 0.025 Drop 1/1.0/125m 4 0.125 0.200 75 0.875 1.50 0.75 1 in 2500 1 in 1.5 0.482 0.950 380.775 380.745 381.525 381.495 0.030 0.000 2.000 2.030 0.025 Drop 2/2.0/200m 5 0.200 0.300 100 0.875 1.50 0.75 1 in 2500 1 in 1.5 0.482 0.950 378.745 378.705 379.495 379.455 0.040 0.000 1.500 1.540 0.025 Drop 3/1.5/300m 6 0.300 0.375 75 0.875 1.50 0.75 1 in 2500 1 in 1.5 0.482 0.950 377.205 377.175 377.955 377.925 0.030 0.000 1.500 1.530 0.025 Drop 4/1.5/375m 7 0.375 0.525 150 0.875 1.50 0.75 1 in 2500 1 in 1.5 0.482 0.950 375.675 375.615 376.425 376.365 0.060 0.000 1.500 1.560 0.025 Drop 5/1.5/525m 8 0.525 0.675 150 0.875 1.50 0.75 1 in 2500 1 in 1.5 0.482 0.950 374.115 374.055 374.865 374.805 0.060 0.000 1.000 1.060 0.025 Drop 6/1.0/675m 9 0.675 0.850 175 0.875 1.50 0.75 1 in 2500 1 in 1.5 0.482 0.950 373.055 372.985 373.805 373.735 0.070 0.000 1.000 1.070 0.025 Drop 7/1.0/850m

10 0.850 1.200 350 0.875 1.50 0.75 1 in 2500 1 in 1.5 0.482 0.950 371.985 371.845 372.735 372.595 0.140 0.000 0.000 0.140 0.025 M 3R/1200m

11 1.200 1.205 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 0.002 0.050 0.000 0.052 0.025Reach II End&Reach III

Start/1205m 1175 0.470 0.050 9.500 10.020 10.020

REACH III From Km 1.205 to Km 1.73012 1.205 1.375 170 0.828 1.50 0.70 1 in 2500 1 in 1.5 0.465 0.831 371.843 371.775 372.543 372.475 0.068 0.000 1.000 1.068 0.025 Drop 8/1.0/1375m 13 1.375 1.500 125 0.828 1.50 0.70 1 in 2500 1 in 1.5 0.465 0.831 370.775 370.725 371.475 371.425 0.050 0.000 1.500 1.550 0.025 Drop 9/1.5/1500m 14 1.500 1.678 178 0.828 1.50 0.70 1 in 2500 1 in 1.5 0.465 0.831 369.225 369.154 369.925 369.854 0.071 0.000 0.000 0.071 0.025 SLPC-1/1678m 15 1.678 1.725 47 0.828 1.50 0.70 1 in 2500 1 in 1.5 0.465 0.831 369.154 369.135 369.854 369.835 0.019 0.000 0.000 0.019 0.025 M 4L/1725

16 1.725 1.730 5 0.828 1.50 0.70 1 in 2500 1 in 1.5 0.465 0.831 369.135 369.133 369.835 369.833 0.002 0.000 0.000 0.002 0.025Reach III End&Reach IV

Start/1730m 525 0.210 0.000 2.500 2.710 2.710

REACH IV From Km 1.730 to Km 2.90517 1.730 1.900 170 0.762 1.40 0.70 1 in 2500 1 in 1.5 0.461 0.790 369.133 369.065 369.833 369.765 0.068 0.000 1.500 1.568 0.025 Drop 10/1.5/1900m 18 1.900 2.050 150 0.762 1.40 0.70 1 in 2500 1 in 1.5 0.461 0.790 367.565 367.505 368.265 368.205 0.060 0.000 1.500 1.560 0.025 Drop 11/1.5/2050m 19 2.050 2.200 150 0.762 1.40 0.70 1 in 2500 1 in 1.5 0.461 0.790 366.005 365.945 366.705 366.645 0.060 0.000 1.000 1.060 0.025 Drop 12/1.0/2200m 20 2.200 2.600 400 0.762 1.40 0.70 1 in 2500 1 in 1.5 0.461 0.790 364.945 364.785 365.645 365.485 0.160 0.000 0.000 0.160 0.025 SLPC 2/2600m 21 2.600 2.850 250 0.762 1.40 0.70 1 in 2500 1 in 1.5 0.461 0.790 364.785 364.685 365.485 365.385 0.100 0.000 1.000 1.100 0.025 Drop 13/1.0/2850m 22 2.850 2.900 50 0.762 1.40 0.70 1 in 2500 1 in 1.5 0.461 0.790 363.685 363.665 364.385 364.365 0.020 0.000 0.000 0.020 0.025 M 5R/M6L/2900m

23 2.900 2.905 5 0.762 1.40 0.70 1 in 2500 1 in 1.5 0.461 0.790 363.665 363.663 364.365 364.363 0.002 0.050 0.000 0.052 0.025Reach IV End&Reach V

Start/2905m 1175 0.470 0.050 5.000 5.520 5.520

REACH V From Km 2.905 to Km 3.78024 2.905 2.925 20 0.622 1.30 0.65 1 in 2500 1 in 1.5 0.439 0.648 363.663 363.655 364.313 364.305 0.008 0.000 1.000 1.008 0.025 Drop 14/1.0/2925m 25 2.925 3.525 600 0.622 1.30 0.65 1 in 2500 1 in 1.5 0.439 0.648 362.655 362.415 363.305 363.065 0.240 0.000 1.000 1.240 0.025 Drop 15/1.0/3525m 26 3.525 3.650 125 0.622 1.30 0.65 1 in 2500 1 in 1.5 0.439 0.648 361.415 361.365 362.065 362.015 0.050 0.000 1.200 1.250 0.025 Drop 16/1.2/3650m 27 3.650 3.750 100 0.622 1.30 0.65 1 in 2500 1 in 1.5 0.439 0.648 360.165 360.125 360.815 360.775 0.040 0.000 0.000 0.040 0.025 SLPC-3/3750m 28 3.750 3.775 25 0.622 1.30 0.65 1 in 2500 1 in 1.5 0.439 0.648 360.125 360.115 360.775 360.765 0.010 0.000 0.000 0.010 0.025 M 7R/M 8L/3775m

29 3.775 3.780 5 0.622 1.30 0.65 1 in 2500 1 in 1.5 0.439 0.648 360.115 360.113 360.765 360.763 0.002 0.050 0.000 0.052 0.025Reach V End&Reach VI

Start/3780m 875 0.350 0.050 3.200 3.600 3.600

REACH VI From Km 3.780 to Km 4.63530 3.780 4.050 270 0.495 1.20 0.60 1 in 2500 1 in 1.5 0.416 0.524 360.113 360.005 360.713 360.605 0.108 0.000 2.000 2.108 0.025 Drop 17/2.0/4050m 31 4.050 4.325 275 0.495 1.20 0.60 1 in 2500 1 in 1.5 0.416 0.524 358.005 357.895 358.605 358.495 0.110 0.000 1.200 1.310 0.025 Drop 18/1.2/4325m 32 4.325 4.500 175 0.495 1.20 0.60 1 in 2500 1 in 1.5 0.416 0.524 356.695 356.625 357.295 357.225 0.070 0.000 1.200 1.270 0.025 Drop 19/1.2/4500m 33 4.500 4.600 100 0.495 1.20 0.60 1 in 2500 1 in 1.5 0.416 0.524 355.425 355.385 356.025 355.985 0.040 0.000 0.000 0.040 0.025 SLPC-4/4600m 34 4.600 4.635 35 0.495 1.20 0.60 1 in 2500 1 in 1.5 0.416 0.524 355.385 355.371 355.985 355.971 0.014 0.000 0.000 0.014 0.025 M 9L/Tail Minor/4635m 35 4.635 4.635 0 0.495 1.20 0.60 1 in 2500 1 in 1.5 0.416 0.524 355.371 355.371 355.971 355.971 0.000 0.000 0.000 0.000 0.025 Reach VI End/4635m 855 0.342 0.000 4.400 4.742 4.742

4635GRAND TOTAL =

1.854 0.200 24.600 26.654 26.654

Arithematical Check

= First FSL - Last FSL

382.625 - 355.971 = 26.654 0.000 Hence tallied. OK

Structures For Distributory 11 @Km 32.700 of Gouravelly Right Canal .(Reach VII )Total Structures

Sr.No Type of StructureChainag

e(Km)Out Let

Drops (m)Total

Drops(5+6+7+8+9)

CD WorksTotal

CD(11+12)

Cross Masonary Total

CM(14+15)

Direct PipesTotal

DPs(17+18+19)

Grand Total(4+10+13+16+20

)0.501.001.201.50 2.00 Piped UTSuper

Passage(SP)

SLPCDLPCRight 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

1OT Of M-1L /M 2

R/25 m0.025 1

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 0 0 0 0 89 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 1 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 0 1 0 1 6

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 0 0 0 0 6

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 0 0 0 0 4

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

29M 9L/Tail

Minor/4635m4.635 1

Structures in Km 5 1 0 0 2 0 1 3 0 0 0 1 0 1 0 0 0 0 5Grand Total 6 0 8 3 6 2 19 0 0 0 3 0 3 0 1 0 1 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

S.NO.CHAINAGE

DEPTH HYDRAULIC PARTICULARS OF CANALFREE

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 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. 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. 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 1 0.025 15.00 10.54 20.952 0.691 0.014 0.035 0.025

2 2 0.100 30.00 21.44 41.905 2.824 0.078 0.120 0.099

3 3 0.210 9.00 6.30 12.571 0.248 0.203 0.215 0.209

4 4 0.514 29.00 20.70 40.508 2.634 0.492 0.533 0.512

5 5 0.833 28.00 19.95 39.111 2.451 0.811 0.850 0.831

6 6 1.025 14.00 9.83 19.556 0.601 1.012 1.032 1.022

7 7 1.212 21.00 14.83 29.333 1.363 1.194 1.224 1.209

8 8 1.436 21.00 14.83 29.333 1.363 1.418 1.447 1.433

9 9 1.834 25.00 17.74 34.921 1.944 1.813 1.848 1.830

10 10 2.131 10.00 7.00 13.968 0.306 2.120 2.134 2.127

11 11 2.403 3.00 2.10 4.190 0.027 2.397 2.401 2.399

12 12 2.579 40.00 29.13 55.873 5.138 2.546 2.602 2.574

13 13 2.700 22.00 15.56 30.730 1.499 2.678 2.709 2.693

14 14 2.830 8.00 5.60 11.175 0.196 2.817 2.829 2.823

15 15 3.016 10.00 7.00 13.968 0.306 3.002 3.016 3.009

16 16 3.286 26.00 18.48 36.317 2.106 3.261 3.297 3.279

17 17 3.493 25.00 17.74 34.921 1.944 3.468 3.503 3.485

18 18 3.790 19.00 11.72 23.222 0.974 3.770 3.793 3.782

19 19 4.042 83.00 61.97 101.444 23.486 3.972 4.073 4.022

20 20 4.284 35.00 22.08 42.778 3.400 4.231 4.274 4.252

21 21 4.443 26.00 16.17 31.778 1.843 4.395 4.426 4.410

22 22 4.594 27.00 16.81 33.000 1.991 4.544 4.577 4.561

23 Tail 4.669 29.00 15.52 30.381 1.976 4.620 4.650 4.635

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