annex 2: engineering

Technical Assistance Consultants Report

This consultants report does not necessarily reflect the views of ADB or the Government concerned, and ADB and the Government cannot be held liable for its contents. (For project preparatory technical assistance: All the views expressed herein may not be incorporated into the proposed projects design.

Project Number: TA 7917 March 2013

Republic of Uzbekistan: Amu Bukhara Irrigation System Rehabilitation (Feasibility Study) Annex 2: Engineering

Prepared by Lahmeyer International in association with Info Capital Group

For the Ministry of Agriculture and Water Resources

Amu Bukhara Irrigation System Rehabilitation Annex 2 - Engineering

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ANNEX 2

ENGINEERING


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ANNEX 2 ENGINEERING

REHABILITATION OF THE IRRIGATION AND DRAINAGE FACILITIES

CONTENTS

I. INTRODUCTION ...................................................................................................................... 1

A. Hydrology .............................................................................................................................. 1

B. Morphology ........................................................................................................................... 7

C. Sedimentation ..................................................................................................................... 11

II. ABIS DESCRIPTION AND DEVELOPMENT ......................................................................... 14

A. General Configuration and Characteristics ........................................................................ 14

B. Design Information and Canal Flow Rates ......................................................................... 17

C. Original Scheme Design and Design Information .............................................................. 18

1. Project Service Areas ..................................................................................................... 18

2. Pumped Water Supplies and Areas Served ................................................................... 20

3. Cropping Pattern, Water Requirements, and Service Areas .......................................... 22

4. Supplementary Water Sources ....................................................................................... 31

D. Water and Salt Balance ...................................................................................................... 34

1. Ameliorative Conditions of ABIS Irrigated Lands ........................................................... 34

2. Water-salt balances of Bukhara, Vabkent, Kagan, Romitan and Shafirkan Districts ..... 35

3. Performance Summary on Bukhara District ................................................................... 39

E. Water Supplies for Fish, Domestic and Municipal / Industrial Uses ................................... 41

1. Potable and municipal water supply ............................................................................... 41

2. Industrial water use......................................................................................................... 42

3. Fisheries ......................................................................................................................... 42

III. IRRIGATION AND DRAINAGE SYSTEM TECHNICAL ASSESSMENT ............................... 43

A. ABMK Intake Channel ........................................................................................................ 43

1. Design and Actual Configuration .................................................................................... 43

2. Discharge ........................................................................................................................ 47

3. Water Turbidity and Intake Channel Sedimentation ....................................................... 49

B. Canals and Structures ........................................................................................................ 51

1. Canal and Structure Design - ABMK .............................................................................. 51

2. Canal Design and Structure Design Off takes for Inter-Farm Canals ......................... 76

C. Drainage ............................................................................................................................. 83

1. On-Farm Drainage Works .............................................................................................. 83

2. Disposal of Drainage Flows ............................................................................................ 84

D. On-Farm Works and Water Distribution ............................................................................. 85

1. Status of On-farm irrigation network ............................................................................... 85

2. Problems at distribution water between water users ...................................................... 85


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3. Technology and methods of crop irrigation .................................................................... 86

IV. PUMP STATION TECHNICAL ASSESSMENT ..................................................................... 87

A. Introduction ......................................................................................................................... 87

B. Khamza 1 Pump Station ..................................................................................................... 92

1. General ........................................................................................................................... 92

2. Present Situation ............................................................................................................ 92

3. Proposed Rehabilitation Measures ................................................................................. 99

C. Khamza Auxiliary Pump Station ....................................................................................... 100

1. General ......................................................................................................................... 100

2. Present Situation .......................................................................................................... 101

3. Proposed Rehabilitation Measures ............................................................................... 106

D. Khamza 2 Pump Station ................................................................................................... 106

1. General ......................................................................................................................... 106



E. Kuyu Mazar Pump Station ................................................................................................ 117

1. General ......................................................................................................................... 117



F. Kizil Tepa Pump Station ................................................................................................... 128

1. General ......................................................................................................................... 128



G. Kizil Tepa Auxiliary Pump Station ..................................................................................... 141

1. General ......................................................................................................................... 141



H. Summary of the Pump Station Assessment and Cost Estimations .................................. 149

V. KHAMZA NEW PUMP STATION ......................................................................................... 151

A. General ............................................................................................................................. 151

B. Design Components ......................................................................................................... 153

C. Pump Characteristics and Layout ..................................................................................... 154

D. Pump Capacity ................................................................................................................. 157

E. Comparison Study of Electrical Motor Type ..................................................................... 157

1. General ......................................................................................................................... 157

2. Squirrel Cage Induction Motor (Asynchronous) ........................................................... 158

3. Synchronous Induction Motor ....................................................................................... 160

4. Summary and Conclusions ........................................................................................... 161


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VI. ABIS OPERATION AND MAINTENANCE ........................................................................... 162

A. Present System of Operation and Maintenance ............................................................... 162

B. Challenges to Changes for Operation and Maintenance ................................................. 164

C. Current Costs for Operation and Maintenance ................................................................. 166

D. Water Users Associations (WUAs) ................................................................................... 167

VII. MODERNIZATION OF ABIS ................................................................................................ 170

A. Options for Rehabilitation and/or Modernization .............................................................. 170

B. Climate Change Adaptation .............................................................................................. 170

1. Primary Conclusion....................................................................................................... 170

2. Historic Temperatures in the ABIS ............................................................................... 171

3. Assessment of Climate Change ................................................................................... 172

4. Recommended Adaptation Measures .......................................................................... 175

VIII. PROPOSED WORKS ........................................................................................................... 178

A. Pump Stations .................................................................................................................. 178

B. Main (ABMK) Hydraulic Structures ................................................................................... 182

C. Recommendation for River Intake Works (Turkmenistan) ............................................... 183

D. Improvement of Water Resources Management .............................................................. 184

1. Improved Operation and Maintenance ......................................................................... 184

2. Projected O&M costs .................................................................................................... 185

3. Improvement of Reservoir Operation and Management .............................................. 186

IX. BENEFITS OF MODERNIZATION AND PROPOSED WORKS .......................................... 186

A. Benefits of Recommended Rehabilitation Measures at Main Pump Stations .................. 186

B. Energy Savings................................................................................................................. 187

C. Reliable Water Supplies ................................................................................................... 187

List of Appendices

Appendix 1: Distribution of Water to Districts and Main Canals Appendix 2: River Morphology Appendix 3: Amu Darya River Intake and Dredging in Turkmenistan Appendix 4: Pump Station Assessment Reports Appendix 5: Design Report for Khamza New Pump Station Appendix 6: Drainage Appendix 7: ABMK Rehabilitation Appendix 8: Operation and Maintenance Arrangements Appendix 9: Assessment Report of Risks and Selection of Adaptation Measures related to

Climate Change in Amu Bukhara Irrigation System Appendix 10: Energy Efficiency and Clean Development Mechanism (CDM)


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List of Figures

Figure 1: Amu Darya Catchment ...................................................................................................... 2 Figure 2: Mean Annual Flows at Kerki ............................................................................................. 3 Figure 3: Average Annual Hydrograph for Amu Darya (1991 2011) ............................................. 4 Figure 4: Ranking of Mean Annual Discharge Volumes for Amu Darya at Kerki ............................. 5 Figure 5: Amu Dara Elevation-Discharge Curve at ABIS Intake ...................................................... 7 Figure 6: River Alignments at Intake (2001 2011) ......................................................................... 9 Figure 7: Typical Dredging Unit in ABIS Intake Canal.................................................................... 10 Figure 8: Disposal of Dredged Material .......................................................................................... 11 Figure 9: Amu Bukhara Irrigation System ...................................................................................... 15 Figure 10: Annual Volumes for Period 1980 to 2011 measured at the Head Structure of the ABMK ........................................................................................................................................................ 18 Figure 11: ABIS cropping patterns diagram ................................................................................... 23 Figure 12: ABIS crop trends (1990 to 2011) ................................................................................... 24 Figure 13: Flow chart of interconnected calculation of general and particular water-salt balances ........................................................................................................................................................ 36 Figure 14: Sketch of different sections in the ABMK Main Canal in Turkmenistan ........................ 44 Figure 15: Schematic layout of Amu Bukhara Irrigation System canal system including main headworks ....................................................................................................................................... 45 Figure 16: Layout of Intake Canal .................................................................................................. 46 Figure 17: River Alignments at Intake (2001 2011) ..................................................................... 47 Figure 18: Sediment Composition at ABIS Intake and ABMK Pump Stations ............................... 50 Figure 19: ABMK main conveyance network in the Amu Bukhara Irrigation System ....................... 52 Figure 20: ABMK Canal headworks (Turkmenistan) ...................................................................... 56 Figure 21: Dvoynik division structure site location aerial image ..................................................... 57 Figure 22: Regulator gates for the ABMK 1 Canal (left) and ABMK 2 Canal (right) ...................... 57 Figure 23: ABMK 1 Canal outflow site location aerial image ......................................................... 59 Figure 24: ABMK 1 Outflow and regulator gates ............................................................................ 60 Figure 25: ABMK 2 Canal outflow site location aerial image ......................................................... 60 Figure 26: ABMK 2 Canal outflow structure gates ......................................................................... 61 Figure 27: Troynik division structure site location aerial image ...................................................... 62 Figure 28: Troynik division structure showing features of the regulator gates for the ABMK 1 and ABMK 2 Canals .............................................................................................................................. 63 Figure 29: Peresechenie division structure site location aerial image ........................................... 64 Figure 30: ABMK 1 Canal and Kuyu Mazar Canal spill structures at Peresechenie ...................... 65 Figure 31: Prokop division structure site location aerial image ...................................................... 66 Figure 32: ABMK 2 Canal cross regulator and inlet/outlet gates from Tudakul Reservoir at the Prokop site area.............................................................................................................................. 67 Figure 33: Kharkhur division structure site location aerial image ................................................... 68 Figure 34: Control gates at the Kharkhur division structure ........................................................... 69 Figure 35: Tashrabad division structure site location aerial image ................................................ 71 Figure 36: Gijduvan headgates ...................................................................................................... 72 Figure 37: Start of the Agitma Canal on the Zarafshan River (no control structure) ...................... 72


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Figure 38: Rostgoy division structure site location aerial image .................................................... 73 Figure 39: Headworks of the Kalkanrut and Abomuslim Canals .................................................... 74 Figure 40: Jilvon division structure site location aerial image ........................................................ 75 Figure 41: Radial gate at the head of the Jilvon Canal .................................................................. 76 Figure 42: Cross Regulators in the ABIS include Sluice Gates ..................................................... 78 Figure 43: JoYzar Canal Head Gates (Chohkrud ISA) .................................................................. 79 Figure 44: Oxurberdi Canal Head Gates (Shakhri ISA) ................................................................. 79 Figure 45: Oxurberdi Canal Division............................................................................................... 80 Figure 46: Submerged Parshall Flume in the Oxurberdi Canal No.3 ............................................. 81 Figure 47: Overview of the concerned Pump Stations in the ABIS Project .................................. 88 Figure 48: Pump Station Energy Consumption, Year 2011 ........................................................... 89 Figure 49: Trend of Pump Station Energy Consumption 2006 to 2011 ......................................... 90 Figure 50: Trend of Pumped Water 2006 to 2011 .......................................................................... 91 Figure 51: Pump performance curve for pump type 56 B-17 for n=333 /1 min, impeller dia. 1990 mm .................................................................................................................................................. 93 Figure 52: Main pump unit no. 9 oil lubricated pump bearing design (left) and main pump unit no. 6 water lubricated pump bearing design (right) .............................................................................. 94 Figure 53: Heavily worn volute casing (left) and leakage at volute casing Main pump unit no. 5 (right) .............................................................................................................................................. 95 Figure 54: Typical manufacturer range of pump supplier .............................................................. 96 Figure 55: Discharge pipes, dia. 2440 mm (left) and discharge pipe rupture that occurred on 9 Sept. 2005 in pipe section no. 2, dia. 3640 mm (right) ................................................................... 98 Figure 56: Khamza Aux. pump station, overall pump house view (left) and Horizontal split casing pump units and electrical motor (right) ......................................................................................... 101 Figure 57: Performance curve for pump type A 6300 for n = 750, impeller dia. 945 mm ............ 102 Figure 58: Khamza Aux. pump station, pump impeller erosion (left) and heavily worn pump shaft assembly at Bukhara central workshop (right) ............................................................................. 104 Figure 59: Main Pump Unit No. 10, Pump Bearing Section El. 186.18 m asl. ............................. 107 Figure 60: heavy leakage on the Suction Cone of Unit No. 4, El. 177.68 m asl. ........ 107 Figure 61: Performance Curve for Pump Type 2000b 16/63-A-3 for N = 250 1/min, Impeller dia. 2770 mm ....................................................................................................................................... 108 Figure 62: Typical Maintenance Cycle for Main Pump Units for 2011/2012 ................................ 110 Figure 63: Repair welding on Khamza-2 volute casing Main Unit No. 5 (left) and deep erosion marks on volute (right) .................................................................................................................. 110 Figure 64: Heavily worn impeller of Khamza-2 pump unit blades discharge side (left) and eroded pressure balance holes of pump impeller (right) .......................................................................... 111 Figure 65: Typical Manufacture Range of Pump Supplier ........................................................... 112 Figure 66: Main Discharge Pipes, 2 x dia. 4240mm (Left) and discharge header pipes, main units No. 6 to 10, 2 x dia. 3240 mm ...................................................................................................... 114 Figure 67: Pump discharge pipes inside the pump house dia. 2440 MM .................................... 115 Figure 68: Main pump unit column raiser pipe (upper pump bearing, shaft seal) ........................ 118 Figure 69: Main pump unit inside column pipe and guide vane chamber .................................... 118 Figure 70: Kuyu Mazar Pump Station, Main Pump Units Installation ........................................... 119


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Figure 71: Performance curve for pump type OP10-185E for n = 333 1/min, impeller dia. 1850 mm ...................................................................................................................................................... 120 Figure 72: Performance curve for pump type OP11-193E for n = 333 1/min, impeller dia. 1930 mm ................................................................................................................................................ 120 Figure 73: Kuyu Mazar Runner (Unit OP10-185E, 6 blade runner) at ABMK workshop (left) and heavily corroded pump column pipe section (right) ...................................................................... 122 Figure 74: Typical overhaul periods for year 2011/2012 .............................................................. 123 Figure 75: Typical manufacture range of pump supplier .............................................................. 124 Figure 76: Discharge pipes, dia. 2840 mm and Vacuum breaker valves ..................................... 127 Figure 77: Main Pump Unit No. 7, Pump Bearing El. 214.70 m asl. ............................................ 129 Figure 78: Main pump unit no. 1, main shaft drive ....................................................................... 129 Figure 79: Performance curve for pump type 20-13/45 (Main Units No. 1 to 4) for n = 250 1/min, impeller dia. 2710 mm .................................................................................................................. 131 Figure 80: Performance curve for pump type 20-14/65 (Main Units No. 5 to 10) for n = 250 1/min, impeller dia. 2780 mm ....................................................................................................... 131 Figure 81: Heavily corroded pump suction cone, El. 211.00 asl. ................................................. 133 Figure 82: Erosion damage on pump impeller blades .................................................................. 133 Figure 83: Heavily worn volute casing .......................................................................................... 133 Figure 84: Typical maintenance cycle for Main Pump Units for 2011/2012 (Source: ABMK Site Data) ............................................................................................................................................. 134 Figure 85: Typical manufacture range of pump supplier .............................................................. 136 Figure 86: Shafrikan and Kharakur branch lines (left) and Discharge pipe rapture (07.07.2012), main pump unit No. 8, discharge El. 214.00 m asl. (right) ........................................................... 138 Figure 87: Kizil Pump Station Piping Layout Kharakur and Shafrikan Branch ............................. 139 Figure 88: Kizil-Tepa Aux. pump station, overall pump house view (machine hall UnitsNo. 14 to 26) (left) and horizontal split casing pump units and electrical motor (right) ................................ 142 Figure 89: Performance curve for pump type A 6300 for n = 750, impeller dia. 990 mm ............ 143 Figure 90: Kizil-Tepa Aux. pump unit No. 24, leakage of pump shaft seal (left) and dismantled heavily worn pump impeller (right)................................................................................................ 145 Figure 91: Main discharge pipe dia. 3640 mm, length 2900 m (left) and Discharge pipe rapture (repaired pipe section) (right) ....................................................................................................... 147 Figure 92: Layout drawing of Khamza New Pump Station ........................................................... 152 Figure 93: Expected Operation Diagram of Khamza New Pump Units ........................................ 155 Figure 94: Expected Performance Diagram of Khamza New Pump Units ................................... 156 Figure 95: Expected Performance Diagram of Khamza New Pump Units ................................... 156 Figure 96: Electrical Motor Types ................................................................................................. 158 Figure 97: Amu Bukhara Machine Canal system operated by ABISOA ...................................... 165 Figure 98: Decadal mean annual air temperature changes relative to 1961-1990 ...................... 172 Figure 99: Estimated Increases in Monthly Temperature (Karakul station); Baseline to 2050 under scenario A1B for selected models ................................................................................................ 173 Figure 100: Historic Decline of Discharge of the Amu Darya at Atamurat ................................... 175


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List of Tables

Table 1: Mean Annual Flows of the Amu Darya River Basin ........................................................... 2 Table 2: Amu Darya Flood Statistics ................................................................................................ 5 Table 3: Notable Flood Events in Relation to Satellite Imagery ....................................................... 6 Table 4: Amu Darya Reliable Flows and Water Levels at ABIS Intake ............................................ 6 Table 5: Changes in Amu Daryas Right Bank Position Prior ABIS Construction ............................ 8 Table 6: ABIS Command Area ....................................................................................................... 16 Table 7: Canals Design Parameters............................................................................................... 17 Table 8: Indices describing ABIS meteorological conditions .......................................................... 19 Table 9: Main Pump Stations of the ABIS ...................................................................................... 20 Table 10: Information on pump stations in the Bukhara region ...................................................... 21 Table 11: Cropping pattern on arable lands (2011)........................................................................ 25 Table 12: Cropping pattern on irrigated lands (2011)..................................................................... 26 Table 13: ABIS crop water requirements during the vegetation season (2012) ............................ 28 Table 14: ABIS crop water requirements during the non-vegetation season (2012) ..................... 29 Table 15: ABIS annual crop water requirements by pump station (2012)...................................... 30 Table 16: Dynamics of water intake from various sources ............................................................. 31 Table 17: Water intake by sources ................................................................................................. 32 Table 18: Data on operation of irrigation wells in Bukhara oblast .................................................. 33 Table 19: General water-salt balances of Bukhara District (2010-2011) ....................................... 37 Table 20: Water-salt balance of root zone of crops of Bukhara District (2010-2011) .................... 37 Table 21: General water-salt balances of Vabkent District (2010-2011)........................................ 37 Table 22: Water-salt balance of root zone of crops of Vabkent District (2010-2011) .................... 37 Table 23: General water-salt balances of Kagan District (2010-2011) .......................................... 38 Table 24: Water-salt balance of root zone of crops of Kagan District (2010-2011) ....................... 38 Table 25: General water-salt balances of Romitan District (2010-2011) ....................................... 38 Table 26: Water-salt balance of root zone of crops of Romitan District (2010-2011) .................... 38 Table 27: General water-salt balances of Shafirkan District (2010-2011)...................................... 39 Table 28: Water-salt balance of root zone of crops of Shafirkan District (2010-2011) .................. 39 Table 29: Rating of water use by types of use ............................................................................... 41 Table 30: Amu Darya Discharges at ABIS Main Canal Intake (1991-2011) .................................. 48 Table 31: Sediment Composition at Pulzinda and ABIS Intake ..................................................... 49 Table 32: Reduction of Sediment Loading in AMBK Canal (period unknown) ............................... 50 Table 33: ABMK original design parameters .................................................................................. 55 Table 34: Canals and structures in Amu-Bukhara BISA command area ....................................... 77 Table 35: Structures - summary of works ....................................................................................... 81 Table 36: Summary of ABMK Rehabilitation Works ....................................................................... 82 Table 37: ABIS Well Data for Total and Operating Wells (2009-2011) .......................................... 83 Table 38: Summary of Feasibility Study Pump Stations ................................................................ 89 Table 39: Pump Station Energy Consumption 2006 to 2011 ......................................................... 90 Table 40: Pumped Water 2006 to 2011 ......................................................................................... 91 Table 41: Major overhauls and operating hours of main pump unit sets ....................................... 94


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Table 42: Major overhauls and operating hours of main pump unit sets ..................................... 103 Table 43: Major Overhauls and Operating Hours of Main Pump Unit Sets.................................. 109 Table 44: Operating hours of main pump unit sets ...................................................................... 122 Table 45: Major overhauls and operating hours of main pump unit sets ..................................... 132 Table 46: Operating hours of main pump unit sets ...................................................................... 144 Table 47: Identified Areas of Concern for the Main Pump Stations ............................................. 150 Table 48: Costs for Rehabilitation and Reconstruction of Pump Houses .................................... 151 Table 49: Estimated pump capacity of the Khamza New and Khamza 2 Pump Stations based on estimated water requirements ...................................................................................................... 157 Table 50: Canals and structures in Amu-Bukhara BISA command area ..................................... 163 Table 51: Total O&M expenditures in ABIS .................................................................................. 167 Table 52: Typical O&M costs in annual WUAs budget ................................................................ 168 Table 53: Information on WUAs in Bukhara region (as of 1 July 2012) ....................................... 169


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ANNEX 2 ENGINEERING

REHABILITATION OF THE IRRIGATION AND DRAINAGE FACILITIES

I. INTRODUCTION

1. This Engineering Annex and its Appendices present information related to technical and engineering considerations of the Amu Bukhara System Rehabilitation (ABIS) Project. This information was derived from PPTA Consultants site visits or made available by official sources, such as the Bukhara office of the ABISOA. The core of this report is the assessment of the central components of the four main pump stations and two auxiliary pump stations.

A. Hydrology

2. The Amu Darya Basin as shown in Figure 1 and with its main tributaries in Table 1 forms part of the Aral Sea Basin, which covers an area of 2.2 million km2 with a population of about 40 million people. The Aral Sea Basin comprises the catchment areas of the two largest trans-boundary rivers: the Amu Darya River and the Syr Darya River, with an average total flow of approximately 120 km3 per year.

3. The Amu Darya River is considered to be one of the biggest rivers in the world. Its length is 2,540 km with a watershed area of 465,000 km2; the average annual water discharge is approximately 1,500 m3/s. The river flows through the territories of Tajikistan, Turkmenistan, Afghanistan and Uzbekistan and is an extremely complex natural feature with many specific characteristics.

4. The recharge of the Amu Darya and Syr Darya Rivers derive from melting snow and rainfall in the upper Basin with mountain elevations to 7,500 m. The Amu Darya River runs through the upstream countries of Tajikistan and Afghanistan and flows downstream through the plains of Uzbekistan and Turkmenistan before it reaches the Aral Sea.

5. The Zarafshan River has been once a major tributary of the Amu Darya River. It flows through the Samarkand, Navoi, and Bukhara regions and disappears about 20 km short of connecting with the Amu Darya River1 as flows are entirely used for irrigation. . The Zarafshan River originates in Tajikistan; its long-term annual average runoff is 5.91 km3 of which only 0.76 km3 is formed in Uzbekistan.

6. The available water resources in the Amu Darya basin include the direct inflows to the Amu Darya from its various tributaries. These are detailed for an average year in Table 1. The figures represent an average of 40 years of observations, according to the official records of the GOU.

1 FAO Fisheries Circular; No.894, Rome, 1995. Inland fisheries under the impact of irrigated agriculture: Central Asia



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7. The two nearest flow monitoring stations on the Amu Darya to the ABIS Intake are located at Kerki and Dargan Ata (also known as Bir-Ata). Kerki is located about 190km upstream of the intake while Dargan Ata is located about 290 km downstream of the intake. The exact locations of the stations are unknown and Kerki Stations location relative to the Karshi and Karakum Canals is also unknown.

Figure 1: Amu Darya Catchment

Source: UNEP, 2011

Table 1: Mean Annual Flows of the Amu Darya River Basin

River Annual Inflows (BCM) Surface Sub-Surface Total Pyanj 33.40 - 33.40 Vakhsh 20.15 0.07 20.22 Kunduz 3.48 - 3.48 Kafirnigan 5.61 0.05 5.66 Surkhandarya 3.69 0.22 3.91 Sherabad 0.23 - 0.23 Kashkadarya* 1.34 0.07 1.41 Zarafshan* 5.27 0.03 5.30 Northern Afghanistan Rivers 2.01 - 2.01 Turkmenistan Rivers 2.79 - 2.79 Total 77.97 0.44 78.41 BCM = Billion Cubic Metres; Source: ADB, 2003, Report and Recommendation of the President for the Amu Zang Irrigation Project *) Zarafshan and Kashkadarya rivers are completely used for irrigation and dont discharge into the Amu Darya River



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8. The Amu Daryas mean annual inflow upstream Kerki is about 67 Bm3. The Vakhsh and Pyanj Rivers contribute about 69% of the inflow, while the Kunduz, Kafirnigan, Surkhandarya, and Sherabad Rivers collectively contribute about 17%. Downstream of the Vakhsh Pyanj confluence the flow reduces owing mainly to the withdrawals to Amu Zhang (1.8 Bm3 direct from Amu Darya and 3.7 Bm3 from Surkhandarya and Sherabad Rivers2), Karakum Canal (10.5 Bm3) and Kashkadarya-Karshi Canal (8.1 Bm3). After these and other withdrawals, the mean annual flow for the period 1992 to 2011 period (Figure 2) measured at Kerki has reduced to about 44.6 Bm3 (shown as the dotted line) with minimum and maximum annual volumes of 21.1 Bm3 (2008) and 63.7 Bm3 (1998), respectively.

9. The solid line shown in Figure 2 shows the long-term decline in flows on Amu Darya. It is suggested that the decline is caused by increasing seasonal air temperatures which have reduced transient snow reserves in the watershed, and by retreating glaciers3 It cannot be attributed to infrastructure developments because, as discussed later in Section 2.5, there have been no major reservoirs or new withdrawals developed within the river basin upstream of Kerki during this period.

Figure 2: Mean Annual Flows at Kerki

62.7

52.8

59.8

41.6

48.7

36.1

63.7

46.8

31.3

27.8

48.6

51.4

42.6

56.8

38.1

35.9

21.1

39.8

56.8

29.3

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

1992 1993 1994 1995 1996 1997 1998 1999 2000 2001 2002 2003 2004 2005 2006 2007 2008 2009 2010 2011

An

nu

al D

isch

arge

(BC

M)

Source: CAWATER, 2012; Present Study, 2013

2 ADB, 2003, Report and Recommendation of the President for the Amu Zang Irrigation Project 3 Royal Haskoning, 2002, Basin Water and Salt Balances and their Implications for National and Regional Planning, Joint Report No.2, GEF agency for the IFAS Aral Sea Basin Program



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10. Decadal (10-days) average flow data for Kerki and Dargan Ata has been collected from the ICWC database for the period April 1991 to December 2011. Analysis of the record provides: (i) the 2001 to 2006 hydrograph and 2007-2011 hydrograph which also show when satellite imagery is available for the ABIS intake area; (ii) the mean annual hydrographs shown in Figure 3; (iii) ranking of the mean annual flow volumes shown in Figure 4; and, (iv) the extreme flood statistics shown in Table 2. The flood statistics are based on analyses of the decadal data at Kerki and Dargan Ata using a variety of methods with the Extreme Value I (EV1) method selected as a reasonable fit. Note the non-DI extreme values are based on decadal data and not instantaneous data which could be much larger.4

Figure 3: Average Annual Hydrograph for Amu Darya (1991 2011)

0

1,000

2,000

3,000

4,000

5,000

6,000

7,000

I II III I II III I II III I II III I II III I II III I II III I II III I II III I II III I II III I II III

JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC

Dis

char

ge (m

3/s

)

Mean - Kerki Maximum - Kerki Minimum - Kerki

Mean - Dargan Ata Maximum - Dargan Ata Minimum -Dargan Ata

Source: CAWATER Database, 2012; Present Study 2012

4 Instantaneous data provided by ABMK for Kerki and Dargan Ata is anywhere from 10% to 50% higher than the maximum decadal flows. The accuracy of the date is questionable as the timings of the peaks do not always match the decadal averages. For the purpose of the present report, decadal data is sufficient for assessing the frequency of events.



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Figure 4: Ranking of Mean Annual Discharge Volumes for Amu Darya at Kerki

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

2008 2001 2011 2000 2007 1997 2006 2009 1995 2004 1999 2002 1996 2003 1993 2005 2010 1994 1992 1998

Me

an A

nn

ual

Dis

char

ge V

olu

me

(BC

M)


Table 2: Amu Darya Flood Statistics

Return Period Discharge (m3/s) Water Levela Kerki Dargan Ata ABIS Intakea (m asl)

Mean Annual 3,660 3,365 5-year 4,580 4,380 10-year 5,325 5,210 7,350 193.4 20-year 8,130 193.6 25-year 6,270 6,255 50-year 6,970 7,030 100-year 7,660 7,800 9,660 194.1 200-year 10,200 194.2

Reliable Flows 95% 300 190.0 99% 250 189.5

Source: CAWater Database, 2012; a/ Design Institute, 2004; Present Study, 2013

11. Notable flood events that occurred during this period which caused the river alignment to change at the ABIS Intake are shown in Table 3. The next earlier event prior to this period occurred in mid-July 1998 with a flow of 5,720 m3/s at Kerki (about a 10-15 year event).



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12. Amu Darya water levels at the ABIS Intake are taken from a 2004 DI report.5 These are shown in Table 4 for reliable monthly flows and the elevation-discharge curve is shown in Figure 5. In comparison, water elevations immediately upstream of the intake gates vary from 189.0 m asl to 190.6 m asl depending on the inflow to ABIS from the Amu Darya and gate operations.

Table 3: Notable Flood Events in Relation to Satellite Imagery

Flood Event Peak Discharge (m3/s) Approx. Magnitude at Kerki at Dargan Ata

June/July 2003 4,310 4,050 3 to 4-years July 2005 5,205 5,897 10 to 15-years

August 2009 3,459 2,803 < Mean Annual August 2010 5,080 4,373 5 to 8-years


Table 4: Amu Darya Reliable Flows and Water Levels at ABIS Intake

Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Discharges (m3/s) 10% 1,006 716 772 1,410 3,320 4,010 4,700 2,950 1,550 965 828 814 50% 575 362 684 1,150 1,612 2,920 2,876 1,916 1,442 1,021 934 716 75% 728 630 446 419 772 1,540 2,586 1,646 572 411 432 731 90% 666 660 426 363 863 1,801 1,516 1,306 908 307 330 537 Water Levels (m asl) 10% 191.2 190.9 190.9 191.5 192.5 192.7 192.9 192.4 191.6 191.1 191.0 191.0 50% 190.6 190.0 190.8 191.3 191.7 192.3 192.3 191.9 191.6 191.2 191.1 190.9 75% 190.9 190.8 190.5 190.4 190.9 191.6 192.2 191.7 190.6 190.4 190.5 190.9 90% 190.8 190.8 190.5 190.3 191.1 191.8 191.6 191.5 191.1 189.7 189.8 190.6

Source: Design Institute, 2004

5 DI, 2004, Development of Operation Rules for Main Site of ABMK: Part of Hydro Mechanization Works.



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Figure 5: Amu Dara Elevation-Discharge Curve at ABIS Intake

189.0

189.5

190.0

190.5

191.0

191.5

192.0

192.5

193.0

193.5

194.0

194.5

0 2,000 4,000 6,000 8,000 10,000 12,000

Wat

er

Leve

l (m

AD

)

Amu Darya Discharge (m3/s)

Source: Design Institute, 2004

B. Morphology

13. River morphology describes the profiles of river channels and how they change over time owing to natural and anthropogenic influences. River channels are in constant adjustment as they respond to changes in watershed conditions, but can eventually maintain an equilibrium form in the absence of significant disturbances (refer to Appendix 2 River - Morphology).

14. Planned structural developments within the Amu Darya River Basin located upstream of the ABIS may impact on both the flow and sediment regime in the vicinity of the ABIS Intake. Hence these developments may influence the long-term morphology of the river and operations of the scheme.

15. The development with the most severe impact on ABIS would be the Rogun Dam located at the Vaksh River in Tajikistan about 74 km upstream of the existing Nurek Dam. The Government of Tajikistan is planning to continue construction of the Rogun Dam. Once constructed, Rogun Dam would be the worlds tallest with a height of 335 m, a total reservoir volume of 13.3 Bm3, live volume of 8.6 Bm3, installed capacity of 3.6 GW, and total turbine output of 1,644 m3/s.6 The purpose of the dam is mainly for power generation and flow regulation. Rogun Dam could impact on the existing flow regime in the Amu Darya as the Vakhsh River Basin contributes about 27% of its total flow.7

6 Poyry, 2012, Inception Report: Executive Summary Environmental and Social Impact Assessment for Rogun Hydro Power Plant, for World Bank. 7 Jalilov. S.M. et al, 2011, Impact of Rogun Dam on Downstream Uzbekistan Agriculture, International Journal of Water Resources and Environmental Engineering Vol. 3(8), pp. 161-166



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16. Upstream of ABIS (and Kerki), the main Turkmenistan withdrawal is the Karakum Canal which withdraws about 11.5 BM3 annually.8 Turkmenistan is currently developing the Altyn Asyr Lake (also known as the Turkmen Golden Lake) in the Karakum Desert for which they plan to collect, treat and reuse irrigation drainage water. This proposal may be constrained by the large estimated cost, but if implemented, it may lead to increased withdrawals from the Amu Darya to the Karakum Canal in effort to fill and reduce salinity within the lake.9

17. Topographical surveys indicate that the ABIS intake area is unstable as the Amu Darya meanders during flood events. Prior to development of the ABIS in the 1960s observations of the Amu Daryas right bank in vicinity of the intake canal were undertaken beginning in 1930. Surveys of the bank alignment were undertaken every few years and a summary of the banks movement is shown in Table 5.10 Unfortunately, Amu Darya flow records during the 1930 to 1966 period are not available for the present study. These could be used to correlate bank movement with flood magnitudes which may provide information to estimate the frequency and extent of future bank movements.

Table 5: Changes in Amu Daryas Right Bank Position Prior ABIS Construction

Year Distance Moveda Comment From To (m) 1930 1932 100 1,200 N Near present alignment of right bank 1932 1937 200 500 N 1937 1957 100 900 N Erosion would extend about 1,000m down the intake

canal 1957 1958 700 N Erosion would remove half of the spillway canal 1958 1959 200 400 N Erosion would remove all intake and spillway canal

upstream of their bifurcation 1959 1960 200 300 N 1960 1961 100 200 N 1961 1962 400 N 1962 1963 1,000 W Greatest extent of erosion northwards, and about

1,000m southwest of the Intake Gates. 1963 1964 2,500 S, 1,000 E Right bank returns to a similar position to its 1932

alignment 1964 1965 300 400 S 1965 1966 200 800 S Furthest extent of accretion away from the Intake Gates.

Note: a/ N = northwards, E = eastwards, S = southwards, W = westwards; Source: Design Institute, 1967; Present Study, 2013

18. In Figure 6 it can be observed that the existing intake site on the river is adjacent to where the thalweg migrates widely up to 1.3km within the river channel. This means that after threshold flow events the intake canal needs to be re-established to allow inflow to the intake canal. Figure 6 also shows locations where the thalweg is stable and the alignment does not change substantially following floods. The reason for this stability may be caused by rock outcrop in the banks of the river and needs further review.

8 McKinney, D.C., 2003, Cooperative Management of Transboundary Water Resources in Central Asia, 4th Draft, from In the Tracks of Tamerlane-Central Asias Path into the 21st Century. 9 Ahmad, M. & Wasiq, M., 2004 10 Design Institute, 1967, Survey Map of Amu Darya at ABIS Intake



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Figure 6: River Alignments at Intake (2001 2011)

Note: a/ and b/ are stable locations where the alignment of the river has not meandered since 2000; Source: Present Study, 2013

19. The intake canals alignment should remain stable if the canal remains positioned immediately next to the right bank of the Amu Darya next to the high ground. Along this reach of the canal it is not suitable to dispose of dredged material to the right bank and ideally all material is pumped to the canals left bank, closest to the Amu Darya. Currently, about 12 km upstream of the regulator structure the alignment of the intake canal angles away from the high ground and towards the main river channel, likely designed to minimise the distance between the river and intake canal.

20. Gidromechanizatsiya State Specialised Control, is a department of the Ministry of Agriculture and Water Resources (MAWR) who are contracted to ABISOA for operating and maintaining 19 of the 23 dredgers working in the intake canal.11 Gidromechanizatsiya has held the contract since 200012 and renews it on an annual basis. The firm only operates and maintains the dredgers which are owned by ABISOA. Every month ABISOA issues work instructions to Gidromechanizatsiya with defined locations and quantities that need to be dredged. These include locations within the Amu Darya, intake canal, and ABMK canals up to the first division structure PK13137+70. Gidromechanizatsiya then implements the instructions and charges ABISOA on a dredged volume basis. Both Gidromechanizatsiya and ABISOA monitor the dredged volumes every ten days with topographical survey equipment. 11 The remaining four dredging units are owned, operated and maintained by Transgidromechanisation, a semi-private Joint-Stock company, which is also contracted to ABISOA. 12 Prior to 2000 the work was undertaken by a department that has since been restructured and no longer exists. 13 Pickets (Pk) refer to distance measurements along the canal equivalent to hundreds of meters. The original reference point on the ABMK is Pk 28, which is at the intake gates at the end of intake channel from the Amu Darya River in the of territory of Turkmenistan.

a

b 2.5km 1.5km

4.3km 11km

2.0km

1.3km

Key Riverbanks

ABIS Intake Canals Prior 2003 Event Between 2003 2005 Event Between 2005 2009 Event Between 2009 2010 Event After 2010 Event

2.0km

0.8km



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21. The capacity of the units range from 80 m3/hr to 400 m3/hr for raw sediment and about 800 m3/hr to 4,000 m3/hr for sludge (mixture of sediment and water). This assumes that 10 units of water are required to pump one unit of sediment however depending on the material this ratio can increase by a factor of two.

22. In comparison, the long-term (1991-2002) total annual sediment load for the Amu Darya at the ABIS Intake is about 134 Mm3 (160.8 MT) comprising of about 116.5 M m3 (139.9 MT) of suspended sediments and an estimated 17.5 Mm3 (21 MT) of bed sediments. Hence, on average, the portion of sediments entering the ABIS Intake is about 12% of the Amu Daryas total load. About half of these sediments are dredged from the intake channel and disposed onto the channel banks where they either remain or are washed back into the river during high flows.

23. A 2004 topographical survey of the intake channel shows the top elevation of the left bank to range from about 8 m to 12 m higher than the adjacent water levels in the channel. This is a good practice for two reasons: (i) heightening the embankment level above the flood plain will help protect the intake channel; and, (ii) will allow excess dredged material to be washed away by the river during high flows. Figure 7 shows a typical dreging unit and Figure 8 the disposal of the dredged material. The embankment is loosely formed, the dredged material is non-cohesive and granular and there does not appear to be any ground cover or lining. Hence the embankment will likely require continual repair from damage caused by wind and flood erosion. This damage may impact on the intake channel; however, sediments will re-enter the natural sediment regime of the river and therefore unlikely impact on downstream river development.

Figure 7: Typical Dredging Unit in ABIS Intake Canal

Source: Present Study, 2013



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Figure 8: Disposal of Dredged Material


C. Sedimentation

24. The sediment load of the Amu Darya is extremely high, reaching a maximum level of suspended sediment concentration up to 10 kg/m, 1.2 to 4.2 kg/m in spring and 0.7 to 1.6 kg/m in winter (Lemna feasibility study, 2004).

25. Flow velocity in the canals was estimated between 1.0 and 1.5 m/s. It helps assessing the transport capacity of different grain size fraction. From experimental findings (van Rijn 1987) one can expect that Quartz fraction smaller than 20 m stays almost full in suspension at flow velocity of about 1.0 m/s. The suspended load is assumed to be dominant in the whole canal system. Based on estimated flow velocities sand fraction greater than 60 m is being moved as bed load and, hence it has to be removed by near bed structures.

26. It was verified by manual sampling of sediments deposited at pump stations Khamza 1 and 2 Pump Stations visited during the field trip that the sediment contains a significant amount of clay as indicated by plastic and drying behaviour. During discharge free pumping periods deposited cohesive particle build up a very erosion resistant layer in pipes which could not be removed as reported by local staff.

27. Sediment deposition, particularly in pressurized pipe section with mild slope was reported by local staff members on site. Deposited sediments are very fine and cohesive as from simple sedimentation test (in a drinking water bottle taken at the distribution structure). These deposits can be compacted very hard so that cleaning is almost not possible. Therefore, modern pipe inspection and cleaning technologies were suggested.



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28. In order to reduce or minimize the adverse impact of sediments in the ABIS due to deposition in open channels, reduction of flow cross section, abrasion in pumps and pipes the coarser Quartz fraction must be excluded. To make sure that the required discharge for ABMK can be provided and maintenance work can be optimized the following measures are recommended:

(i) stabilizing the connection of the approaching braided channel to the lower gravity flow channel

(ii) eligible options to be considered after investigation and analysis of river morphological processes in the past include: (a) stabilizing the river bifurcation to prevent blockage of the approaching

channel (b) cutting off stream connected to river

(iii) preventing erosion at the front of the existing island by extending sheet piling

(iv) installing bottom sill to prevent coarse bed load material from entering into the ABMK intake channel while returning to main stream

(v) disposal of dredged sediments: (a) back to the main stream of the river through pressure pipe, cope with

river flow as to avoid deposition due to sediment overload and minimize impact on river ecology

(b) part of sediments deposited on the left side of the channel and part back to the river

(vi) disposal of dredged sediments on left bank along the channel to create a low height levee - for a given design discharge- which (a) guides the flow at high river water level (b) avoids impact of river flow velocity on sedimentation basin (c) makes maintenance dredging at lower flow velocity easier (d) reduces the vulnerability and flood risk of gravity channel

29. High content of suspended sediments could be observed in the whole ABMK canal system. The amount of sediments dredged downstream of PK 28+00 decreases drastically indicating that the sediment transport capacity of the flow is high enough. The dredged volumes vary in different canal sections, for instance in section Khamza 1 Pump Station, plus Khamza 2 Pump Station, the total volume was 0.76 Mm3 in 2011 whereas in 2010 it was twice as much (1.37 Mm3). This is due to budgetary constraints which do not always allow dredging in proper time.

30. Excavators are used for canal cleaning and dredged sediments are deposited on both sides of the canal embankments. However, excavators have limited operation range which does not allow for cleaning the middle part of a 50 m wide canal. Therefore, flow depth and velocity is not uniform. Shallow water in the middle is visible by small gravity waves. Actual bathymetric data must reveal the channel bed topography.

31. The annual sediment volume dredged in the years from 2007 to 2011 show almost the same total amount of 11 0.5 Mm3, which is consistent with the annual sediment intake



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32. The sedimentation basin is designed as to exclude the coarser sediment fraction causing damage to pumps and pipes and to provide a storage volume. The concentration on a confined area makes dredging more efficient and reduces man power hours and costs.

33. The location of the basin is an optimization process considering: (i) stability of the upstream small area of the existing island regarding

width, elevation and sediment compaction (ii) connection channel from the bottom sill to the basin (iii) distance from the basin to optional disposal areas (iv) power demand for required pumping distance

34. The basin has a smooth transition from the canal to its full width of about 150 to 180 m and a depth between 2 and 4 m depending on water level of Amu Darya and actual storage volume. The key parameter is the mean flow velocity (V) as it controls the transport capacity by V3. A specific formula (Westrich 1988) which was applied in a similar project (Lahmeyer International GmbH, Sudan Project 2011) can be applied. The flow velocity in the connection channel must high enough as to transport sediment to the basin without deposition. The existing channel cross section should be deepened and widened to allow sedimentation under all operation condition regarding intake discharge and actual Amu Darya water level. As the water demand for ABIS increases nearly simultaneously with the Amu Darya water level the flow velocity in the sedimentation basin and hence, the desilting efficiency is not affected by Amu Darya.

35. The mean flow velocity and hence, the cross section of the basin is a key parameter as it controls the transport capacity of suspended sediments. With annual water and sediment inflow data a mean suspended sediment concentration of 3*10-3 ppm vol. (parts per million by volume corresponding 7.5 kg/m) can be derived. Suspended Quartz fraction with 20 m grain size can still be carried at high flow depth of 4 m if the mean flow velocity is 0.95 m/s but at flow depth of 2 m deposition already starts at 0.75 m/s flow velocity. Hence, larger fractions will be deposited accordingly.

36. As for the sedimentation basin the mean width of the trapezoidal cross section is approximately 150 m, the depth may vary between 2 and 5 m. The actual flow velocity in the basin and hence, the desilting efficiency varies depending on several factors:

(i) Amu Darya water level, rough estimate: mean 3 m 1m (ii) discharge for the ABIS, mean 200 m/s, max 350 m/s, min 90m/s (iii) actual level of accumulated deposited sediments

37. Estimation of the dredging scheme of a desilting basin results in 31,000 m volume of deposited sediment volume. Assuming a daily dredging capacity of 60,000 m the desilting basin requires a capacity of 0.44 Mm and 14 days for filling. For more detailed information refer to Appendix 2 River Morphology.



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II. ABIS DESCRIPTION AND DEVELOPMENT

A. General Configuration and Characteristics

38. The Amu Bukhara Irrigation System (ABIS) supplies water to irrigated lands, cities, settlements, and industries in Bukhara and Navoi Provinces through a series of large cascading pump stations and thousands of kilometers of irrigation canals and drains (shown in Figure 9). Districts and command araes supplied by are listed in Table 6.

39. ABIS was designed and constructed in three stages: first stage in 1963 - Amu Karakul canal with total length of 55 km; second and third stages in 1963 to 1965, and 1970 to 1977 - ABMK 1 and ABMK 2 with the length of 197 km and 233 km, respectively.

40. ABMK was constructed under complicated engineering and geological conditions. At the initial reach up to Khamza 1 and Khamza 2 pump stations the canal passes through dune sands of Kyzyl-Kum desert, and further through sandstones, covered by anemoarenyte. From PK 878 to PK 955, at Khadicha Lakes section, the canal is fully constructed in the sand soil bunds.

41. The ABIS takes water from the right bank of Amu Darya River, 12 km upstream Chardjou. A head cross regulation structure (also named intake structure) was constructed on the intake canal, and was once located 2.8 km away from the river to avoid erosion occurring during possible river channel braiding. Due to morphological changes of the Amu Darya River, the head cross regulation structure is now further away from the river, still all pickets numbering remained the same within in the ABMK authority and hence in this report.

42. Intake canal, intake structure at the PK 28+00 and section of the main canal up to PK 137+70 is in Turkmenistan territory. Distribution structure at PK 137+70 and downstream, the ABMK trace goes through Uzbekistan (from PK 137+70 to PK 1520 in Bukhara region, and from PK 1520 to PK 1960 in Navoi region).



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Figure 9: Amu Bukhara Irrigation System




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Table 6: ABIS Command Area

No. Districts Command Area

(ha)

Bukhara 1 Bukhara 27,967

2 Vopkent 24,792

3 Jondor 33,066

4 Kogon 18,845

5 Olot 21,475

6 Peshku 22,756

7 Romitan 27,241

8 Shofirkon 28,402

9 Korakul 25,065

10 Karaulbozor 16,078

11 Gijduvan 27,074

12 Bukhara City 2,350

Total in Bukhara

275,111

Navoi 1 Kiziltepa 32,360

2 Karmana 7,529

Total in Navoi 39,889

Total in ABIS BISA 315,000

Source: ABMK, 2012

43. At Karakul division structure at PK 137+70, ABMK 1 and ABMK 2 Canals flow parallel supplying individually Khamza 1 and Khamza 2 pump stations. Downstream the pump stations, at PK 531+00, ABMK 2 merges with ABMK 1.

44. Kuyu Mazar pumping house includes a diversion canal to Kuyu Mazar Reservoir and a cross regulation structure to supply water to Kuyu Mazar PS. Upstream of the pump station, the ABMK is going on towards northwest up to Shakhrud Canal. Here it ends at the water division structure with left and right outlets to Shakhrud Canal and Northwest Branch, respectively, and one siphon being located under Shakhrud Canal, and by the second siphon, where ABMK passes Zarafshan River and inflows to Vabkent Darya Canal. Diversions of ABMK 1 are connected directly to the main distribution structures; ares which irrigated by the Amu Darya River, are also provided with water from the Zarafshan River, if necessary.



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45. Kizil-Tepa PS is located at the end of ABMK 2, supplying water through two discharge pipelines to the Kharkhur division structure, and through two other pipelines to the Shafirkan division structure.

B. Design Information and Canal Flow Rates

46. ABIS includes two main canals Amu Karakul and ABMK. ABMK 1 head reach starts from PK 137+70 to PK 531, and from PK 1520 to PK 1686+81 (Kuyu Mazar PS). ABMK 2 starts from PK 0 and ends at PK 1920+20 (Kizil-Tepa PS).

47. A brief summary of information about the ABIS canals and main structures is given below in Table 7.

Table 7: Canals Design Parameters

Canal reach Max. discharge

m3/s

Bed width

m

Depth m

Side slope

m Amu Karakul Canal 48 5 2.0

Gravity

ABMK-

2

PK 15 - PK 28+00 350 - - 3.0 PK 28+00 - PK 137+70 234 55 4.1 3.0 PK 137+70 - PK 330+00 108 16 4.3 3.0 PK330+45 - PK 446+97 108 18 4.3 3.0

ABMK-1

PK 137+70 - PK 353+00 66 8 4.1 3.0 PK 353+00 - PK 491+43 66 6 4.1 3.0

Pumped

ABMK -2

PK 446+97 - PK 526+07 108 18 3.5 1.5 PK 526+07 - PK 1000+00 164 10 5.27 1.5 PK 1000+00 - PK 1520+00 164 20 4.95 3.0 PK 1520+00 - PK 1820+00 95 12 4.65 3.0 PK 1829+00 - PK 1912+00 93 12 4.67 2.0

ABMK -1

PK 491+43 - PK 531+00 66 10 5.20 1.5 PK 1520+00 - PK 1548+00 60 7 3.95 4.0 PK 1548+00 - PK 1564+00 60 5 4.77 2.5 PK 1564+00 - PK 1601+00 60 6 4.95 2.25 PK 1601+00 - PK 1635+00 60 6 5.00 2.0 PK 1635+00 - PK 1653+00 60 6 4.95 2.25 PK 1653+00 - PK 1673+00 60 7 5.07 1.5 PK 1673+00 - PK 1686+81 60 8 5.02 1.0 PK 0+00 - PK 20+00 100 22 3.8 1.5 PK 20+00 - PK 69+00 100 30 3.8 1.5 PK 60+00 - PK 110+00 100 26 3.8 1.5

Source: B. Matyakubov. ABIS Rehabilitation Project Report. ADB. 2012 48. Detailed descriptions of diversion and spillway structures are presented in Section III.B Canals and Structures.



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49. Discharges measured at the intake gates of the ABMK for the period 1980 to 2011 average at 5,192 Mm (refer to Figure 10). Comparison of discharges for periods of 10 to 12 year shows that the annual volumes were low between 1990 and 1999 (4,686 Mm) and highest between 2000 and 2011 (5,595 Mm). Lowest flow into the ABMK occurred in 1993 (3,320 Mm), highest in 2006 (6,542 Mm).

Figure 10: Annual Volumes for Period 1980 to 2011 measured at the Head

Structure of the ABMK

Source: Alat Branch Department of the ABMK

C. Original Scheme Design and Design Information

1. Project Service Areas

a. Population and natural-climatic features

50. The total command area supplied by the ABMK Canal is 315,000 ha in three geomorphologically divided oases - Navoi, Bukhara and Karakul. Total number of population amounts to 1,789 thousand people, 68% of which is a rural population.

51. Extra arid climate peculiar to the project area is characterized by high amplitude of temperature in daily and annual variations, very hot summer, little cloud cover and precipitation, and a low humidity in summer.

52. The climate of each oasis being irrigated has its particular characteristics, i.e., Karmin-Kanimekh continental climate, and severely continental one in Bukhara and Karakul (Dominating types of soils, formed in the very dry and harsh conditions, are by their nature are of low fertility, poor in humus (< 1%) and poor in elements of mineral feeding, subjected to salinity and hence require a lare amount of work due to high inclination towards formation of crust.



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53. Long frost-free periods (about 220 days) and high sum of effective temperatures (4600-4700) allow cultivating of many thermophilic crops. However, moisture is the limiting natural factor that defines need in an artificial irrigation.

54. Table 8Error! Reference source not found.).

55. Dominating types of soils, formed in the very dry and harsh conditions, are by their nature are of low fertility, poor in humus (< 1%) and poor in elements of mineral feeding, subjected to salinity and hence require a lare amount of work due to high inclination towards formation of crust.

56. Long frost-free periods (about 220 days) and high sum of effective temperatures (4600-4700) allow cultivating of many thermophilic crops. However, moisture is the limiting natural factor that defines need in an artificial irrigation.

Table 8: Indices describing ABIS meteorological conditions

Index Oases Karmin-Kanimekh Bukhara Karakul

Annual rainfall, mm 234-262 78-226 72-160 Maximum average monthly temperature,

19-30.6 26-30 26.3-30

Minimum average monthly temperature,

-2.3 -3.3 -4.5

Annual evaporating capacity, mm 1400-1600 1460-2300 1400-2400

Evaporation ratio to precipitation

6-6.1 18.8-10.2 19.4-15


57. Salinization of roots of plants in existing conditions is related to an inadequate management such as big water losses from canals due to low efficiency irrigation systems and big water losses in irrigation fields due to poor leveling of irrigation fields, lack of water-meters and an ineffective irrigation scheme. According to HGME data, lands with low salinity occupy about 65% of irrigated area, with medium salinity 25 to 30% and with high salinity 3 to 4%.

b. Agriculture System

58. Main land users of the project area are the farmers who, on basis of a long lease, use the lands for cultivation of crops, animal husbandry, and other agricultural activities. Another form of agriculture is the dekhkan farms with private lands. Dekhkan plot of lands do not exceed 0.35 ha. Farm owners are free to choose the crop pattern and mainly involved in gardening, growing of vegetables, melons and potatoes. Farmers are specialized in cultivation of cotton and winter wheat according to the state order.



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2. Pumped Water Supplies and Areas Served

59. Under the BISA that has jurisdiction in the Bukhara and Navoi Provinces there are a total of five ISAs: four in the Bukhara Province and one in the Navoi Province. Overlaying the ISA service areas are a total of 13 administrative districts: 11 in Bukhara Province and two in Navoi Province. The BISA enters into an annual contract with each WUA. The WUAs in turn enter into contracts with individual farmers.

60. Alat Pump Station is the first stage and Karakul pump stations is the second stage pump stations of Amu Karakul Canal, with pumping head of 8.2 m and serving 36,761 ha in Alat and Karakul districts.

61. Khamza 1 is the first pump station of ABMK 1, with pumping head of 47 m; Kuyu Mazar is the second pump station of ABMK 1. Actually 89,631 ha of lands are commanded by this pump station, as Khamza 1 supplies the transition irrigation water up to Kuyu Mazar pump station, which in its turn pumps water to two levels: during off-irrigation season to Kuyu Mazar Lake, and during the irrigation season to Shakhrud Canal (60 m3/s from ABMK, and 40 m3/s from the reservoir).

62. To meet the requirement in irrigation water for progressively growing crop area, ABMK 2 was constructed. Khamza 2 is the first pump station at ABMK 2, and Kizil-Tepa is the second pump station, supplying water to two levels: Shafirkan Branch with the discharge of 60 m3/s, and Kharkhur Branch (45.0 m3/s, providing water to 130,817 ha). Later Jondor 1 PS (1981) to supply water to Canal named after Karyakin in Jondor District, Drujba PS (1982), and Glavnaya (Main) Karaulbazar PS (1997) for irrigation of 16,078 ha in Karaulbazar district were constructed. Considering that the pump stations utilize Amu Darya water containing high concentrations of abrasive particles, pump components became worn out with time. After repair the design parameters of the pumps were not restored, causing a reduction of pumps efficiency and discharge. In order to provide a reliable water supply to the fields, in 1981-85 a number of auxiliary pump stations have been constructed: Alat-auxiliary, Karakul-auxiliary, Khamza-auxiliary, Kizil-Tepaauxiliary and Kuyu Mazar-auxiliary.

63. Design parameters for the ABIS pump stations are summarised in the Table 9.

Table 9: Main Pump Stations of the ABIS

No

Pump station

Year

of

Com

mis

sion

ing

Pum

p M

odel

Num

ber o

f Uni

ts

Tota

l des

ign

Dis

char

ge, m

3 /s

Actu

al D

isch

arge

, m

3 /s

Head, m

Inst

alle

d C

apac

ity,

000

kW

Geo

detic

Man

omet

ric

1 Alat 1962 OP5-110 7 40.5 33.0-37.0 8.86 10.5 6.6

2 Alat auxiliary 1985 D12500-24

6 (5+1) 17.0 15-14.0 9.0-10

12.5- 15.0 7.5

3 Karakul 1963 P5-110 P6-110

2 4

(3+1)

13.5 18.1

12.8 16

7.5 4.5

9.0 6.0

2.0 3.2

4 Karakul auxiliary 1981 D12500-24 3

(2+1) 6.8 6.8 10.5 15.0 2.4

5 Khamza I 1965 56V-17 9 64.0 56.0 45- 48.5- 45.0



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(8+1) 46.5 50.6

6 Khamza auxiliary 1982 D6300-80 30

(24+6) 40.0 36.0 46 55.0 48.0

7 Khamza II 1974 V17-16/55 10 135.0 126.0 47.3 52.3-54.1 12.5

8 Kuyu-Mazar 1965 P10-85 P11-93

3(2+1) 3

40 60

35 50

17.5-21.0

18.0-24.0 30.0

9 Kuyu Mazar auxiliary 1982 D12500-24 12

(10+2) 34.0 30.0 22.0 28.0 15.0

10 Kizil-Tepa 1975 V20-13/45 V14-14/65 4(3+1) 6(5+1)

46.0 62.6

42.0 50.0

40.0-43.5 64.5-67.5

43.5-47.5

70.5-73.7

12.5

11 Kizil-Tepa auxiliary 1982 D6300-80 26 30.0 24.0 68.0 75.0 52.0

12 Jondor I 1981 D12500-24 16 (13+3) 46.0 42.0 9-11.5

10-

13.50 20.0

13 Karaulbazar 1997 1000V-4/63 5(4+1) 22.5 20.0 56.0 63.0 16.0

14 Dustlik 1982 24NDS 12 16.7 14 58.0 65.0 19.2 Source: UZSUVLOYIHA DI. Feasibility Study for ABIS Rehabilitation Project. Volume I. Alat, Karakul, Khamza I, Kuyu Mazar Pump Stations, 2005

64. Details of PSC&E pump station performance for 2009 to 2011 are given in Table 10.

Table 10: Information on pump stations in the Bukhara region

Pump stations Command area Year Motor hours

Consumption of electricity, 000

kW/h

Volume of pumped

water, Mm3

Alat 38,700 2009 26,842 17,954.7 514.4

2010 26,405 17,913.4 474.8

2011 26,685 18,255.4 493.5

Alat auxiliary 2009 18,747 16,040.9 231.9

2010 20,627 16,744.4 231.6

2011 19,250 16,027.4 219.9

Sh. Yulduz 600 2009 17,577 10,075.5 30.7

2010 22,622 1,078.3 43.1

2011 17,538 869.8 26.8

Branch -7 800 2009 6,094 1,496 30.5

2010 7,689 694.2 16.8

2011 6,384 619.2 12.6

Ak Altin 900 2009 4,419 105.4 13.7

2010 5,493 96.8 5.9

2011 8,345 135.7 7.2

Karakul 27,900 2009 21,280 13,520.9 434.9

2010 23,044 10,262.8 381.9

2011 23,174 10,029.1 425.1

Karakul -auxiliary 1,100 2009 12,593 1,203.6 97.7

2010 12,629 9,029.8 147.9

2011 13,130 9,531.2 220.6 Sayat 2,200 2009 14,637 120.6 6.3



InfoCapital Group

Pump stations Command area Year Motor hours

Consumption of electricity, 000

kW/h

Volume of pumped

water, Mm3

2010 11,894 1,066.2 27.9

2011 11,775 1,065.2 28.4

Yangi Abad 2,200 2009 2,542 1,887.6 67.7

2010 3,508 2,696.7 56.8

2011 3,901 2,763.0 66.6

Yamanjar 1,100 2009 5,310 909.0 27.9

2010 7,076 1,395.5 40.6

2011 5,462 1,441.6 23.4

Paykent 29,800 2009 54,513 52,768.1 633.9

2010 58,425 69,145.8 619.6

2011 57,232 69,783.9 656.1

.Navoi 27,200 2009 42,950 51,970.8 509.7

2010 46,823 41,756.0 539.2

2011 50,307 44,488.6 592.5

.Ayniy 4,000 2009 4,480 3,379.6 55.9

2010 6,726 3,608.6 72.1

2011 3,791 10,129.4 47.9

Karaul-Bazar - 9 1,050 2009 9,957 625.2 19.8

2010 14,557 902.3 25.9

2011 13,043 1,364.6 24.2

Karaul Bazar - 10 1,150 2009 15,719 686.4 19.0

2010 21,560 1,866.4 43.8

2011 16,388 1,219.5 28.2

Jarkok 1,100 2009 16,625 1,480.4 34.4

2010 22,207 1,986.5 42.4

2011 19,185 1,859.6 34.8

Tong Otar 200 2009 6,969 960.1 9.2

2010 2,576 207.2 3.0

2011 2,576 711.6 10.5

Total

2009 281,254 175,184.8 2,737.6 2010 313,861 180,450.9 2,773.3 2011 298,166 190,294.8 2,918.3

Source: Pump Stations, Communication and Energy Department of Amu Bukhara BISA

3. Cropping Pattern, Water Requirements, and Service Areas

65. Figure 11 summarises the basic calendar schedule of the cotton-wheat cropping patterns over a typical 2-year period.



InfoCapital Group

Figure 11: ABIS cropping patterns diagram

Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec

Pattern I II III IV V VI VII VIII IX X XI XII

1

2

3

4

Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec

Pattern I II III IV V VI VII VIII IX X XI XII

1

2

3

4

Approx. Areas (2011, 2012)

Irrigation

Tillage, Leaching

Cotton 53% irrigation season

Wheat 35%

Miscellaneous 12%

(Soy, Maize, Green Gram, Melon, Beet, others)

Area (ha) 315,000

Year 1

Year 2


66. Since 1990, cotton as a mono-crop has been gradually reduced due an increase in the area programmed for winter wheat (refer to Figure 12). Cotton fields have been reduced by up to 55-60%, which is within the recommended range of cotton-wheat crop rotation. However, wheat production was increased not only by reducing cotton fields, but also alfalfa, which is the most important ameliorative and fodder crop, without which livestock development and soil fertility would be impossible. In many farms alfalfa areas were reduced from 15-20% to 3-5%, and in some farms this crop is not planted anymore. This aggravated the problem with maintaining acceptable levels of soil fertility.



InfoCapital Group

Figure 12: ABIS crop trends (1990 to 2011)

0

50

100

150

200

250

1990 1995 2000 2005 2011

Area

('00

0 ha

)

Alfalfa Winter wheat Cotton

Source: Data of district agricultural departments of Bukhara and Navoi

67. Currently, winter wheat and cotton prevail on arable lands. On average, within the ABIS the share of cotton and wheat is 88%. In some districts (Romitan and Peshku) these two main crops cover 91-92%. Winter wheat occupies about 35% (in Karaulbazar and Shofirkan 44%), and the average cotton share is 53% (in Jondor, Karakul, Peshku, and Gijduvan about 60%).

68. Table 11 and Table 12 summarise the current cropping pattern distribution within the ABIS by arable and irrigated lands, respectively.



InfoCapital Group

Table 11: Cropping pattern on arable lands (2011)

(%)

District Arable Area (ha) Cotton Wheat Vegetables,

Melons, Potatoes

Fodder Crops Alfalfa

Alat 16,095 53.3 33.7 2.3 5.1 5.6 Bukhara 19,307 56.3 28.5 3.0 9.6 2.6 Vobkent 18,550 54.0 38.8 1.4 2.7 3.1 Jondor 24,103 59.1 25.6 2.1 6.5 6.7 Kagan 15,393 46.3 33.6 2.5 14.4 3.2 Karakul 17,800 57.8 34.4 1.5 5.5 0.9 K-Bazar 14,275 40.0 44.4 3.3 4.0 8.4 Peshku 16,688 59.1 32.9 2.6 3.6 1.9 Romitan 20,285 59.6 31.9 2.1 1.2 5.1 Shofirkan 19,778 51.7 33.6 2.2 11.2 1.3 Gijduvan 17,001 60.6 27.8 2.6 6.5 2.5 Bukhara city 1,305 23.0 25.3 27.3 14.9 9.6 Kagan city 21 0.0 0.0 52.4 47.6 0.0 Bukhara Total 200,601 54.6 32.7 2.5 6.4 3.8 Kizil-Tepa 9,131 42.9 49.4 3.8 2.1 1.7 Karmana 2,306 41.5 46.7 6.4 1.2 4.2 Navoi Total 11,436 42.3 48.3 4.9 1.8 2.8 ABIS Average

52.8 35.1 2.8 5.7 3.6

Source: Data of district agricultural departments of Bukhara and Navoi



InfoCapital Group

Table 12: Cropping pattern on irrigated lands (2011)

District Uni

t

Cot

ton

Whe

at

Whe

at a

nd d

oubl

e cr

ops

Pota

toes

, veg

etab

les,

mel

ons

Mai

ze (g

rain

), le

gum

es

Mai

ze (s

ilage

)

Fodd

er c

rops

& L

ucer

ne

Orc

hard

s an

d ot

her t

rees

Stan

dby

Tota

l

Alat 000 ha 8.6 2.6 2.9 3.9 0.1 0.0 1.7 1.6 0.1 21.4

% 40.1 12.0 13.3 18.3 0.3 0.1 7.9 7.3 0.6 100

Bukhara 000 ha 11.2 2.5 3.3 5.0 0.1 0.1 2.6 4.8 0.7 30.2

% 37.0 8.3 11.0 16.4 0.4 0.2 8.6 15.8 2.2 100

Vobkent 000 ha 10.0 4.6 2.6 4.1 0.1 0.0 1.1 2.4 0.1 24.9

% 40.2 18.3 10.6 16.5 0.2 0.1 4.3 9.5 0.3 100

Jondor 000 ha 14.3 3.3 2.9 4.6 0.1 0.0 3.2 3.1 1.4 32.8

% 43.5 10.0 8.8 14.0 0.2 0.1 9.6 9.6 4.3 100

Kagan 000 ha 7.1 3.0 2.1 1.8 0.1 0.0 2.7 1.7 0.3 19.0

% 37.5 16.0 11.3 9.4 0.7 0.1 14.2 9.1 1.7 100

Karakul 000 ha 10.3 4.3 1.9 5.2 0.1 0.0 1.1 2.0 0.2 25.0

% 41.2 17.1 7.4 20.7 0.3 0.1 4.4 7.9 0.9 100

.Bazar 000 ha 5.7 3.

annex 2: engineering

Documents