-
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
Lahmeyer International in association with InfoCapital Group
InfoCapital Group
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
2. Present Situation
..........................................................................................................
107
3. Proposed Rehabilitation Measures
...............................................................................
116
E. Kuyu Mazar Pump Station
................................................................................................
117
1. General
.........................................................................................................................
117
2. Present Situation
..........................................................................................................
117
3. Proposed Rehabilitation Measures
...............................................................................
127
F. Kizil Tepa Pump Station
...................................................................................................
128
1. General
.........................................................................................................................
128
2. Present Situation
..........................................................................................................
129
3. Proposed Rehabilitation Measures
...............................................................................
140
G. Kizil Tepa Auxiliary Pump Station
.....................................................................................
141
1. General
.........................................................................................................................
141
2. Present Situation
..........................................................................................................
142
3. Proposed Rehabilitation Measures
...............................................................................
149
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)
Source: CAWATER Database, 2012; Present Study 2012
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
Source: CAWATER Database, 2012; Present Study 2012
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
Source: Present Study, 2013
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
Source: Present Study, 2013
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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
Source: Present Study, 2013
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
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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.
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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
Source: Present Study, 2013
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.
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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.
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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
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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.