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Operation & Maintenance Manual for the Khanabad Barrage and Main Canals

1ST EDITION

March 2013

Report submitted by LANDELL MILLS LTD

This report was prepared at the request and with the financial support of the EU. The views expressed are those of the Consultants and do not necessarily reflect those of the

Government of Afghanistan or the EU.

Panj-Amu River Basin Programme

AFGHANISTAN

OPERATION & MAINTENANCE MANUAL FOR THE KHANABAD BARRAGE AND

MAIN CANALS

1ST EDITION

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Panj-Amu River Basin Programme / Operation & Maintenance Manual for the Khanabad Barrage and Main Canals

CONTENTS

SECTION 1 – INTRODUCTION

1. STRUCTURE OF THE KIS OPERATION AND MAINTENANCE MANUAL .................... 2

2. BACKGROUND ............................................................................................................... 3

3. KHANABAD (TALOQAN) RIVER AND TRIBUTARIES .................................................. 4

4. PURPOSE OF THE OPERATION AND MAINTENANCE MANUAL ................................ 5

SECTION 2 - TECHNICAL DESCRIPTION OF KHANABAD BARRAGE AND IRRIGATION SCHEME COMPONENTS

1. KHANABAD BARRRAGE COMPONENTS ..................................................................... 7

1.1. Location and Layout .............................................................................................. 7 1.2. Barrage Main Structures ....................................................................................... 7

1.2.1. Head Works .............................................................................................. 7 1.2.2. Steel Gates ............................................................................................... 7 1.2.3. Under-Sluice ............................................................................................. 8 1.2.4. Spillways ................................................................................................... 8 1.2.5. Left and Right Bank Head Regulators ....................................................... 9 1.2.6. River Protection Works ............................................................................. 9 1.2.7. Deck and Hoist Mechanism .................................................................... 10

2. LEFT BANK MAIN CANAL STRUCTURES .................................................................. 11

2.1. Introduction ......................................................................................................... 11 2.2. Desilting Basin, Silt Extractor Tunnel and Escape Channel ................................. 13 2.3. Head Regulators / Off-takes and Pipe Outlets ..................................................... 14 2.4. Cross Regulators ................................................................................................ 15 2.5. Drops .................................................................................................................. 16 2.6. Bridges ................................................................................................................ 17 2.7. Escape Structure ................................................................................................. 19

3. RIGHT BANK MAIN CANAL STRUCTURES ................................................................ 20

3.1. Introduction ......................................................................................................... 20 3.2. Vortex Tube and Escape Channel ....................................................................... 20 3.3. Head Regulators / Off-takes and Pipe Outlets ..................................................... 21 3.4. Cross Regulators ................................................................................................ 22 3.5. Drops .................................................................................................................. 22 3.6. Bridges ................................................................................................................ 23 3.7. Other Structures .................................................................................................. 23

4. KHANABAD IRRIGATION SCHEME (KIS) ................................................................... 25

4.1. Khanabad Irrigation Scheme ............................................................................... 25 4.2. Command Area ................................................................................................... 25

SECTION 3 – KIS INSTITUTIONAL SET-UP FOR O&M

1. GENERAL ..................................................................................................................... 28

2. RESPONSIBILITIES ...................................................................................................... 29

2.1. MEW/RBA O&M Team Organisation ................................................................... 29 2.2. Farmers O&M Organisation................................................................................. 29

SECTION 4 – ANNUAL PLANNING FOR WATER DISTRIBUTION

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1. ANNUAL PLANNING .................................................................................................... 31

1.1. Objectives ........................................................................................................... 31 1.2. Planning Steps .................................................................................................... 31 1.3. Estimation of Water Supply (River Flow) ............................................................. 31 1.4. Estimation of Water Demand ............................................................................... 32

2. WATER DISTRIBUTION METHOD ............................................................................... 34

2.1. Continuous Flow ................................................................................................. 34 2.2. Rotational Flow ................................................................................................... 34

SECTION 5 – BARRAGE OPERATION

1. OPERATION OF WATER DISTRIBUTION AT BARRAGE LEVEL ............................... 36

1.1. Water Distribution Procedure .............................................................................. 36 1.1.1. General ................................................................................................... 36 1.1.2. Background Information .......................................................................... 36 1.1.3. Basic Procedures .................................................................................... 36

1.2. Water Released Downstream for Environmental Purposes ................................. 37 1.3. Water Released in the Main canals ..................................................................... 38

1.3.1. Water for Left and Right Bank ................................................................. 38 1.3.2. Water Released During Floods ............................................................... 38 1.3.3. Water Released During Season (Rice) ................................................... 39

2. OPERATION OF KEY BARRAGE COMPONENTS ...................................................... 41

2.1. Barrage Gate Operation (Electromechanical Section) ......................................... 41 2.2. Canal Head Regulator Gate Operation ................................................................ 42 2.3. Barrage Flushing ................................................................................................. 42

2.3.1. Silt Load .................................................................................................. 42 2.3.2. Sediment Excluder Tunnels in the Barrage ............................................. 42 2.3.3. Silt Ejector Tunnel in Left Bank Main Canal ............................................ 42 2.3.4. Vortex Tube ............................................................................................ 43

3. OPERATION OF WATER MEASURING STRUCTURES .............................................. 44

3.1. Staff Gauges ....................................................................................................... 44 3.2. Barrage ............................................................................................................... 44 3.3. Main Canal .......................................................................................................... 44

SECTION 6 – BARRAGE AND SCHEME MAINTENANCE

1. INTRODUCTION............................................................................................................ 46

2. ROUTINE MAINTENANCE ............................................................................................ 47

2.1. Protection Works ................................................................................................. 47 2.2. Barrage and Canal Structures ............................................................................. 47

3. EMERGENCY MAINTENANCE ..................................................................................... 49

3.1. Protection Works ................................................................................................. 49 3.2. Barrage and Canal Structures ............................................................................. 49

4. DEFERRED MAINTENANCE ........................................................................................ 50

SECTION 7 – WEEKLY / SEASONAL OPERATION AND MAINTENANCE AND MONITORING

1. MONITORING OF OPERATION .................................................................................... 52

2. WEEKLY / SEASONAL BARRAGE OPERATION AND MONITORING ........................ 53

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2.1. Flood Season ...................................................................................................... 53 2.2. Before and After Flood Season ........................................................................... 53

3. SEASONAL BAGGARGE AND CANALS MAINTENANCE .......................................... 55

SECTION 8 – LOGISTICAL AND FINANCIAL REQUIREMENTS FOR KIS O&M

1. LOGISTICS .................................................................................................................... 57

1.1. MEW O&M team Logistics .................................................................................. 57 1.1.1. Office Facilities and Equipment ............................................................... 57 1.1.2. Transport and Communication Requirements ......................................... 57

1.2. Farmers Secondary / tertiary O&M Logistics ....................................................... 58 1.2.1. Office Facilities and Equipment ............................................................... 58 1.2.2. Transport and Communication Requirements ......................................... 58

2. FINANCIAL REQUIREMENT FOR KIS O&M ................................................................ 59

2.1. O&M Costs .......................................................................................................... 59 2.2. Irrigation Fees ..................................................................................................... 61

REFERENCES ......................................................................................................................... 62

ANNEX A: BASIN MAPS ......................................................................................................... 63

ANNEX B: MEW APPROVED STAFFING OF OPERATION AND MAINTENACE FOR KIS ... 65

ANNEX C: LAYOUT AND FLOW DIAGRAM OF KIS .............................................................. 69

ANNEX D: DISCHARGE DATA ............................................................................................... 71

ANNEX E: IRRIGATION BLOCK ROTATIONAL SYSTEM ...................................................... 76

ANNEX F: WATER ALLOCATION DATA ................................................................................ 79

ANNEX G: ROLES AND RESPONSIBILITIES OF KEY ORGANISATIONS ............................ 84

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ABBREVIATIONS AND ACRONYMS

AQ Aqueduct

BR Bridge

CR Cross Regulator

DAIL Department of Agriculture, Irrigation and Livestock

D/S Downstream

EIA Environmental Impact Assessment

EC European Commission

FB Foot Bridge

FSL Full Supply Level

GoA Government of Afghanistan

HR Head Regulator

IA Irrigation Association

INGO International Non-Governmental Organisation

ISF Irrigation Service Fees

IWRM Integrated Water Resource Management

KIS Khanabad Irrigation Scheme

KRBP Kunduz River Basin Program

LB Left Bank

LBMC Left Bank Main Canal

MAIL Ministry of Agriculture, Irrigation and Livestock

MASL Meters above sea level

MEW Ministry of Energy and Water

O&M Operation and Maintenance

P-ARBP Panj -Amu River Basin Program

RB Right Bank

RBA River Basin Agency

RBMC River Bank Main Canal

RSBA River Sub Basin Agency

SCWAM Supreme Council for Water Affairs Management

TSBA Taloqan Sub Basin Agency

U/S Upstream

USSR Union of Soviet Socialist Republics

WAPCOS Water and Power Consultancy Services

WMD Water management Department

WUA Water User Associations

WUF Water Users Federation

WUSF Water Users Sub Federation

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SECTION 1 - INTRODUCTION

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1. STRUCTURE OF THE KIS OPERATION AND MAINTENANCE MANUAL

This manual has been structured to provide those responsible for the operation and maintenance of the Khanabad Irrigation Scheme (KIS) responsible with the basic information they need to understand, operate and maintain the irrigation scheme effectively. It has been divided into seven sections as follows:

1. Section 1: Description of Khanabad barrage and irrigation scheme - This section provides a general background to the scheme, the purpose of operation and maintenance activities and a detailed technical description of the key components of the barrage and the scheme.

2. Section 2: Institutional set-up for operation and maintenance (O&M) - This section provides a general description of the institutional structures and a detailed description of the proposed KIS operation and maintenance (O&M) organisational structure, including outline job descriptions for key staff.

3. Section 3: Annual planning for barrage operation and maintenance. 4. Section 4: Barrage operation - This section provides a description of how best to operate

the scheme under varying river flow conditions to ensure an equitable distribution of available water to farmers.

5. Section 5: Barrage maintenance - This section provides a description of how best to maintain the scheme.

6. Section 6: Seasonal operation, monitoring and maintenance - This section proposes activities and a calendar for seasonal operation, monitoring and maintenance.

7. Section 7: Logistical and financial requirements for KIS operation and maintenance (O&M). This section estimates the logistical and financial requirements and cost for the operation and maintenance (O&M) of KIS.

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2. BACKGROUND

The farmers of Kunduz province have been irrigating Khanabad and Kunduz agricultural land for some 300 years, relying on 5 traditional canals on the right side of the river and 9 traditional canals on the left bank of the Khanabad river in what is now called the Panj-Amu river basin (see Annex A, Figure 30), in the Taloqan river sub basin (see Annex A, Figure 31). During the 1960s consideration was given to improving the traditional scheme by various Consultants. Attention was directed towards developing a new “core” scheme based on a barrage across the Khanabad river supplying two “master” main canals running down either side of the river, which in turn would supply the 14 traditional canals. In 1965, as part of a wider National Water Resource Study, a French Consultancy, SOGREAH, completed an extensive study of the Khanabad and Kunduz river basin, concluding that the implementation of an irrigation project for Khanabad was feasible. Detailed design was subsequently carried out with World Bank funding by Water and Power Consultancy Services (WAPCOS) of India in 1975 and construction was undertaken by Helmand Construction Company from Afghanistan between 1975 and 1979. In 1979, with 90% of the works completed, the construction works had to be abandoned because of the invasion of the country by the Soviet Union (USSR). The subsequent years of civil strife resulted in extensive damage to the partially completed scheme infrastructure. This included significant damage from military action, particularly to the main barrage and canal gates, silting-up of the main canals and siphons and breaches of the canal embankments by farmers. In 2002 the Indian Government was asked to provide support to rehabilitate the scheme. As a result WAPCOS visited the site in October and November 2002 and produced an assessment report immediately thereafter. In 2005, the European Commission (EC) agreed to fund the rehabilitation of the scheme through the Kunduz River Basin Project (KRBP), being undertaken by Consultants Landell Mills Limited, in association with Mott MacDonald. The rehabilitation work, covering the barrage and left and right bank main canals, started in 2008 and was substantially completed in 2011. The works were divided into five Lots as follows:

a. Lot 1 – The barrage civil works was undertaken by Gowharrud International company (Iran);

b. Lot 2 – The electrical and mechanical work of the barrage and main canals was undertaken by Kabul Besud Construction Company (Afghanistan);

c. Lot 3 – Civil works for the left bank main canal from 0km to 7m was undertaken by US Afghan Construction Company (Afghanistan);

d. Lot 4 – Civil works for the left bank main canal from 7 km to 17.8 km was under taken by Omulblad Engineering Group (Afghanistan);

e. Lot 5 – Civil works for the right bank main canal from 0 km to 8 km was undertaken by Kabul Besud Construction Company (Afghanistan).

The Contractors have completed the main rehabilitation works and the Scheme has been tested, commissioned and the Ministry of Energy and Water have commenced operating the Scheme in conjunction with the mirabs. At the time of finalising this manual (March 2012), the works under Lots 2, 4 and 5 have been finally accepted, whilst Lots 1 and 3 are in the final stages of their respective 12 month maintenance periods and the Contractors are rectifying any defects and completing minor outstanding works, which includes relocation of Gowkush head regulator, which had to be deferred into the maintenance period as priority had to be given to farmers need for irrigation water for their rice crops during 2011.

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3. KHANABAD (TALOQAN) RIVER AND TRIBUTARIES

The river originates from the Hindu Kush in the upper reaches of Takhar province and flows through or close to Taloqan, Khanabad, and Kunduz before joining the Kunduz River just downstream of Kunduz. In its upper reaches, it is called the Taloqan River. The name changes to the Khanabad River just above the Puli Chuga Bridge, which is located some 6 km upstream of the Khanabad barrage. The river basin drainage area is about 10,688 km2 at the barrage site. The Khanabad River joins the Kunduz River about 70 km downstream from the barrage, which then flows into the Amu Darya River at Kulukh Tepa approximately 100 km downstream from the barrage. It is a perennial, rain, snow and glacier fed river, with the snow fall and consequential snow melt largely determining the river flow characteristics. Rain and snow fall usually occur from November through to April, with the snow starting to melt from the lower lying areas during March, which results in increased river flows as shown in Figure 1 below. River flows increase from March onwards as the snow melt increases over the catchment, with the peak flood period generally occurring in the months of June and July. However, occasional, but significant, flash floods can occur during April and May due to heavy rainfall combining with early snow melt. With the snow melt complete and no rainfall the flood starts receding during August and low flow generally occurs from September to February each year. WAPCOS designed the Khanabad barrage for a design discharge of 1500 m3/s which was taken as 1.5 times the 100 year flood in 1975. Whilst the maximum average monthly records from 1959-1979 show that the average peak discharge during June amounts to only some 300m3/s, it should be noted that flood flows, estimated at between 600-800m3/s, were observed during April/May 2009 and around 400-600 m3/s in 2010. The WAPCOS design discharge of 1500m3/s therefore appears realistic and consistent with more recent observations. The average monthly maximum discharge of Khanabad River is shown below. Figure 1: Average Monthly Maximum Discharge of Khanabad River (1959-1979)

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4. PURPOSE OF THE OPERATION AND MAINTENANCE MANUAL

The O&M objective is to deliver the required quantity of water at the required flow rate over the appropriate period of time for any particular crop. Farmers are assured of a reliable, equitable supply of irrigation water, which in turn helps ensure that the crop yields and cropped areas are maximised. It is worth underlining that it is also essential that water is distributed equitably across the whole of the command area to meet the needs of all farmers, if the scheme is to function effectively and not be sabotaged by disgruntled users who might consider that they do not receive a fair distribution of the available water through the scheme.

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SECTION 2 - TECHNICAL DESCRIPTION OF KHANABAD BARRAGE AND IRRIGATION SCHEME COMPONENTS

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1. KHANABAD BARRRAGE COMPONENTS

1.1. LOCATION AND LAYOUT The Khanabad barrage is located on the Khanabad river slightly upstream of Khanabad village and approximately 1 km north of the Kunduz-Takhar highway. Access is via a dirt road running north towards the river at the point where the main left bank canal crosses the main road, some 23 km from Kunduz. Figure 2: Layout of Khanabad Barrage and Guide Embankments

The total length of barrage is 161.5 m. The pond (upstream water) water level of the barrage is designed at 521 masl with the flood level set at 521.5 masl. There are 13 bays each 10m wide with intermediate piers each 2.1 m wide. Each bay is provided with steel gates to control the river flow and to facilitate rising the upstream water to the level 521 masl.

1.2. BARRAGE MAIN STRUCTURES 1.2.1. Head Works The head works consists of a barrage of 13 gated bays composed of 4 under sluices, including 2 with silt excluder tunnels (bay 1 and 13) and 9 weir spillways with bridge and overhead steel deck holding the gate lifting gear; a left bank gated head regulator (4 bays); a right bank gated head regulator (2 bays); a upstream and downstream protection and river training works; a silt ejector tunnels with gates and escape channels and a vortex tube silt ejectors with gates and escape channel. 1.2.2. Steel Gates All the steel gates are lifted by electric driven motors with a hoisting mechanism. In case of power failure, the gates can be lifted manually by using a crank handle fitted in the hoisting mechanism. A set of steel stop-logs is located just upstream of the main gate to facilitate repairs of the main gates. The stop-logs can be moved as necessary using a custom made, rail mounted hoist gear which can move from bay 1 to 13.

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1.2.3. Under-Sluice In order to flush out the sediment of the river and reduce the build-up of silt upstream of the barrage and also to help reduce silt levels in the main canals, the barrage is constructed with a total of 4 under-sluice bays: bays 1-3 on the left bank and 1 under-sluice bay 13 on the right bank side of the barrage. Figure 3: Under-sluice Sediment Excluder Tunnel Bay 13

The crest level of each under-sluice is 516.5 masl which is flush with the upstream river bed level. Gates in each under-sluice are 4.5 m high from the river bed, which means that when fully closed, they provide 0.5 m of freeboard above the normal pond level of 521 masl. In bay 1 the under-sluice is divided into five, 2 m high excluder tunnels separated by 0.5 m thick wall. In order to increase the velocity of silt at the entry, there is a 1m high crest wall at the entrance to the tunnels. In the same way, the under-sluice in bay 13 is divided into four, 2m high excluder tunnels each separated by 0.5m thick wall. In bay 13 there is no entrance crest wall. 1.2.4. Spillways There are 9 spillway bays (bay nos. 4 -12). The crest level of each spillway is 518 masl. The spillway gates are 3m high, which means that, when fully closed, the normal operational upstream water level will be equal to the top of the spillway gates.

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Figure 4: Barrage Under-sluice and Spillways – view from Downstream

1.2.5. Left and Right Bank Head Regulators The left bank head regulator has 4 bays each 9m wide. The crest level of each bay is 519m. The right bank head regulator has 2 bays each 2.7m wide. The crest level of each bay is 518.82 m. All the steel gates are lifted by electric driven motors with hoisting mechanism. In case of power failure, the gates can be lifted manually by using a crank handle fitted in the hoisting mechanism. 1.2.6. River Protection Works Upstream of the barrage, there are left and right bank guide bunds which are intended to guide the major river flow towards the barrage There are also left and right flood protection bunds designed to protect the surrounding areas against flood waters spilling over the river banks. These are earth-fill embankments with gabion protection on the exposed slopes. In addition on right bank side, bays 11, 12 and 13 have additional concrete block protection work to protect the upstream river bed in this area. Figure 5: Downstream Protection Work with Gabion Revetment at the Barrage.

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Similarly, downstream of the barrage, left and right side embankments are provided to safeguard the banks from the turbulent river flood flows. In addition, concrete blocks and stone rip rap provide river bed protection immediately downstream of the stilling basins. 1.2.7. Deck and Hoist Mechanism Electrically driven steel cable hoists are provided for lifting the gates. These are located on a common operating deck which houses the motors, gears and hoisting mechanism for each gate. In case of power failure, the gates may be operated manually using a manual crank handle to lift or shut down the gates. There is also a generator house with diesel generator located at the right bank site compound (and proposed O&M unit offices), which supplies power to the motors and the barrage security lighting. Figure 6: Operating Deck and Hoisting Mechanism at the Barrage.

Figure 7: Operating Deck with Motors, Gear Box etc. at Barrage.

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2. LEFT BANK MAIN CANAL STRUCTURES

2.1. INTRODUCTION The left bank main canal is concrete lined and has a total length of 17.8km and generally runs parallel to the left side of Khanabad river. It serves a total command area of 31343 ha. The slope of the Left Bank main canal up to Khojabolak drop is 1:5000 and from there to the end of the canal the average slope is maintained at 1:3000. The bed width varies from 6 m to 4 m according to the designed discharge, but the side slope is kept at 1.25(h):1(v).The designed discharge after the silt extractor for the left bank is 78.6 m3/s. There are 9 major off-takes with gated head regulators and a number of secondary pipe off-takes, designed to supply the area between the canal and the river. For every major off-take a gated cross regulator and fall structure has been provided to facilitate regulation of the upstream water level and hence the flow through the off-takes. In addition to these main structures, fall structures are provided to accommodate the natural ground profiles. There are also road and foot bridges and aqueducts across the LBMC. The existing siphons have also been located, cleaned and rehabilitated to enable Contractors to maintain flows to the traditional canals during the rehabilitations works. If so agreed they can also be used to augment flows from the new off-takes, although, in this case they must be maintained and de-silted at regular intervals. Table 1: Left Bank Main Canal (LBMC) Profile

SN Description Chainage KM Bed Slope

Canal Bed Width (m)

Side Slope

Remarks

From To

Canal Section Free Board 0.5m from FSL to concrete top level

1 Desilting basin 0.000 0.178 1:80 40 1:1.25

2 Khoja Bolak 0.178 0.248 varies varies 1:1.25

3 Khoja Bolak 0.248 2.680 1:5000 6 1:1.25

4 Gaukush - Kubai Quchi 2.680 11.970 1:3000 6 1:1.25

5 Kubai Quchi- Choqor Qislaq 11.970 15.000 1:3000 5 1:1.25

6 Choqor Qislaq - Kanum 15.000 17.600 1:3000 4 1:1.25

Figure 8: Canal Section at 0-200m (Desiliting Basin for LBMC)

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Figure 9: Canal Section at 0.4km Chainage

Figure 10: Canal Section at 3.2 km Chainage

Figure 11: Canal Section at 8.6km Chainage

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Figure 12: Canal Section at 17.6km Chainage (end of LBMC)

Figure 13: Tail End of the Left Bank Main Canal 17.6km

2.2. DESILTING BASIN, SILT EXTRACTOR TUNNEL AND ESCAPE CHANNEL The left bank has an existing desilting basin located 200m downstream from the left bank head regulator. The main canal is 40m wide in this section with a mild slope so that suspended silt can be settled down and extracted from the silt ejector tunnels and released down to the river through the escape channel. Gates have been provided to regulate the flushing discharge to the escape channel. The designed discharge to flush out the silt is estimated at 20m3/s. The rehabilitation design proposed replacing the existing sedimentation chamber with a vortex tube design. However, during the rehabilitation works the sedimentation chamber was found to be in reasonably good order and hence it was decided to retain the existing system, but monitor its performance over several years. Should it prove ineffective, it could, subject to available funding, be replaced with the already designed vortex chamber.

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Figure 14: Desilting Basin, Silt Ejector Tunnels at 0.20km Chainage in LBMC

Figure 15: Escape Channel in Left Bank Main Canal

2.3. HEAD REGULATORS / OFF-TAKES AND PIPE OUTLETS There are 9 major head regulators and a number of pipe outlets on the left bank main canal. They are listed in Table 2 below respectively.

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Table 2: Head Regulators at Left Bank Main Canal

SN Secondary Canals

Location of HR in LBMC (km)

Designed discharge (m3/s)

Gates no. and widths Crest and canal bed level (masl)

Left Bank Number Width (m) Crest Canal

1 Khoja Bolak 2.64 0.98 1 1.00 516.33 515.23

2 Gawkush 3.07 19.75 2 2.00 498.13 497.63

3 Naqi 4.56 20.47 2 1.50 493.40 493.10

4 Jangal Bashi 5.48 4.61 1 2.00 489.06 488.06

5 Qoshthepa 7.03 4.63 1 2.00 478.44 478.06

6 Buin 9.74 5.66 1 2.00 457.58 457.43

7 Kobai-Quchi 11.75 8.83 2 1.50 442.53 442.28

8 Choqor Qishlaq 14.88 9.61 2 2.00 426.65 426.35

9 Kanum 14.88 4.08 1 2.00 426.65 426.35

Totals LB 78.62

There are also some pipe outlets constructed during 1975-79 to supply the command areas lying to the right side of the canal and to the left side of the river (when facing downstream), which do not receive water from the main off-takes. The locations of the pipe outlets are given in Table 3, but the exact command area has not been quantified. Table 3: List of Pipe Outlets in Left Bank Main Canal

SN Description Chainage KM No. Remarks

1 RB of canal 0.637 1


3 Naqi LB and RB of canal 4.1 2

4 Jangal Basi RB of canal 5.4 1 2 more

5 Qosthepa RB of canal 7.03 1 1 more

6 LB of canal 8.98 1



9 LB and RB of canal 11.89 1


11 RB of canal 14.8 1 2 more

2.4. CROSS REGULATORS There are eight cross regulators to regulate the flow in the left bank main canal. They are listed as below. Table 4: Cross Regulators and their Location and Size in LBMC

SN Cross Regulator for Secondary Canals



Steel Gates Crest and canal bed level (masl)

Left Bank number width (m) Crest canal

1 Khoja Bolak 2.68 77.64 3 2.00 516.02 515.22

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2 Gawkush CR near Naqi 4.18 57.89 3 2.00 498.30 498.26

3 Naqi 4.71 37.42 2 2.70 493.58 493.06

4 Jangal Bashi 5.48 32.81 2 2.50 488.57 488.06

5 Qoshthepa 7.03 28.18 2 2.50 478.46 478.06

6 Buin 9.74 22.52 2 2.50 457.98 457.43

7 Kobai-Quchi 12.32 13.69 2 2.00 442.38 442.08

8 Choqor Qishlaq 14.88 4.08 1 2.50 426.65 426.35

Totals LB

Figure 16: Off-Take Head Regulator and Cross Regulator at 7km of LBMC

2.5. DROPS There are a numbers of drops in the main canal designed to rationalise the canal alignment with the existing ground profiles. These were originally designed as standard 5m drops by WAPCOS, but during the rehabilitation works these were reduced to 2.5 m in the lower reaches of the canal to avoid excessively deep sections, which apart from being a danger to road users, also precluded any gravity flows from the canal to the surrounding areas. Table 5: Drops Location and Height at LBMC

SN Structures Drop height (m)

RD (km)


S.N. Structures Drop height (m)

RD (km)


Left Bank

1 Fall/CR/BR 9 2.68 77.64 13 Fall 5 11.32 22.52

2 Fall/BR 9 2.75 77.64 14 Fall 2.5 12.32 22.52

3 Fall/BR 5 4.18 57.89 15 Fall 2.5 12.7 22.52

4 Fall/FB 5 4.71 37.42 16 Fall/BR 2.5 13.12 22.52

5 Fall/CR/FB 5 5.48 32.81 17 Fall 2.5 13.82 22.52

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6 Fall/BR 5 6.24 32.81 18 Fall 2.5 14.5 13.69

7 Fall/CR/FB 5 7.03 28.18 19 Fall 2.5 14.88 4.08

8 Fall 5 7.87 28.18 20 Fall/BR/AQs 2.5 15.4 4.08

9 Fall/BR 5 8.45 28.18 21 Fall/BR 2.5 16.08 4.08

10 Fall 5 9.17 28.18 22 Fall/BR 3 17.43 4.08

11 Fall/CR/FB 5 9.74 22.52 23 Fall/AQ 2.5 17.62 4.08

12 Fall/BR 5 10.46 22.52

Figure 17: Drop Structure with Cross Regulator Gates in LBMC

2.6. BRIDGES There are a number of road and foot bridges over the Left Bank Main Canal; most are located at cross regulators or falls. The following table gives the location of the road and foot bridges over the LBMC. Table 6: List of Bridge / Foot Bridge in LBMC

SN Bridge/FB Structures

RD (km) Designed discharge (m3/s)

S.N. Bridge/FB Structures

RD (km) Designed discharge (m3/s)

Left Bank

1 BR KNZ-TLQ 0.88 78.62 11 Fall/BR 8.45 28.18

2 CR/Fall/BR 2.68 77.64 12 Fall/CR/FB 9.74 22.52

3 Fall/BR 2.75 77.64 13 Fall/BR 10.46 22.52

4 BR 3.50 77.64 14 Fall/BR 13.12 22.52

5 Fall/BR 4.18 57.89 15

FB to Mosque 14.48 22.52

6 Fall/FB 4.71 37.42 16 Fall/BR/AQs 15.40 4.08

7 BR KNZ-TLQ 5.17 37.42 17 Fall/BR 16.08 4.08

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8 Fall/CR/FB 5.48 32.81 18 Fall/BR 17.43 4.08

9 Fall/BR 6.24 32.81

10 Fall/CR/FB 7.03 28.18

Figure 18: Bridge with Drop Structure (near Buin)

Figure 19: Foot Bridge near Mosque at Left Bank Main Canal

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2.7. ESCAPE STRUCTURE There is one escape structure at 4.0 km. The purpose of this structure is to release any surplus discharge from the main canal into the river. The structure is shown below. The escape structure has 3 bays each 1.5 m wide fitted with steel gates. Figure 20: Escape Structure at 4.0km, Left Bank Main Canal, Naqi

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3. RIGHT BANK MAIN CANAL STRUCTURES

3.1. INTRODUCTION The right bank canal is 8km in length and, as with the left bank canal, drop structures are provided to facilitate alignment of the canal with the natural ground profile. The slope of the right bank main canal up to the vortex tube is negative to facilitate silt depositing in this zone, so that it can be flushed out via the vortex tubes. After the vortex tube, the average slope of main Right Bank canal is maintained at 1:3000. The Right Bank main canal is concrete lined and has a total length of 8 km; it runs parallel to the right side of Khanabad river and serves a total command area of 3981 ha. The designed discharge for the right bank canal after the vortex tube is 10m3/s. Table 7

SN Description Chainage KM Bedslope Canal Bed width (m)

Side slope

Remarks

From To

Canal section Free Board

1 Vortex tube approach 0 0.2 1/235(-ve) 7.6m - 6m 1:1.25 CC level

2 Vortex tube - temp aqdct 0.2 0.4 1:3000 4.5 1:1.25 0.5m

3 Temp aqct - Kohna Qala 0.4 5 1:3000 4 1:1.25

4 Kohna Qala - Kadugan 5 7.9 1:3000 3.6 1:1.25

Figure 21: A Part of Right Bank Main Canal

3.2. VORTEX TUBE AND ESCAPE CHANNEL The Right Bank main canal has a vortex tube at about 200 m downstream from the main canal head regulator. The designed discharge to flush out the silt is estimated at 2m3/s, however this has to be carefully regulated by the outlet gates. There are two tubes constructed across the main canal with a carefully engineered inlet “slit” running along the top of the pipe to facilitate silt extraction through the vortex action created by the structure. The vortex action draws the silt laden water into the pipe, which discharges the silt back into the river via the escape channel.

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Figure 22: Vortex Tube Silk Ejector at 0.2km at Right Bank Main Canal

3.3. HEAD REGULATORS / OFF-TAKES AND PIPE OUTLETS There are 5 major off-takes with gated head regulators and a number of pipe off-take on the RBMC (Right Bank Main Canal). For every major off-take a gated cross regulator and fall structure has been provided to facilitate regulation of the upstream water level and hence the flow through the off-takes. Table 8: Location, Flow and Gate Size in Right Bank Main Canal

SN Secondary Canals



Gates no. and widths Crest and canal bed level (m)

Right Bank Number Width (m) Crest Canal

1 Flour Mill 3.65 0.12

2 Aftabloq 4.07 0.60 1 1.00 495.53 495.35

3 Kohna Qala 4.33 4.96 2 1.70 492.82 492.26

4 Basos 6.29 0.68 1 0.90 480.27 480.04

5 Sarai Qishlaq 7.97 3.03 1 2.00 489.06 464.40

6 Kadugan 7.97 0.61 1 1.00 489.06 464.40

Total LB 10.00

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Figure 23: Head Regulators for Kadugan and Sarai Qislaq at the End of RBMC

3.4. CROSS REGULATORS There are 4 cross regulators and one escape structure located at Spinsar hydropower station. The escape gates are designed to release surplus water from the Spinsar canal, which joins the right bank canal at this point. Table 9: Cross Regulators, Locations, Gate Size in RBMC

SN Cross Regulator for Secondary canals



Gates no. and widths Crest and canal bed level (m)

Right Bank Number Width (m) Crest Canal

1 Escapes Spinzar 2.65 10.00 2 1.50 516.02 515.22

2 CR at Spinzar 2.65 10.00 2 1.70 498.30 498.26

3 Aftabloq 4.07 9.28 2 1.70 495.53 495.35

4 Kohna Qala 4.33 4.96 2 1.70 493.10 492.26

5 Basos 6.29 3.64 2 1.70 480.34 480.04

Totals RB

3.5. DROPS There are a numbers of drops in the main canal designed to rationalise the canal alignment with the existing ground profiles. The chainage and drop height are shown in the table below.

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Table 10: Drop and their Locations in Right Bank Main Canal

SN Structures Drop Height (m) RD (km) Designed Discharge (m

3/s)

Right Bank

1 Fall/FB 5 1.28 10.00

2 Fall 6 1.38 10.00

3 Fall/BR 3 2.37 10.00

4 Fall/s/p 3 pipe x1.2m 3.5 3.0 10.00

5 Fall/FB 5 3.64 10.00

6 Fall/CR/FB 3 4.06 9.88

7 Fall/CR/FB 3 4.33 9.28

8 Fall 3 4.79 4.32

9 Fall/FB 3 5.53 4.32

10 Fall 3 5.99 4.32

11 Fall/CR 3 6.29 4.32

12 Fall/FB 3 6.57 3.64

13 Fall/FB 3 6.93 3.64

14 Fall/FB 3 7.27 3.64

15 Fall/BR 3 7.84 3.64

3.6. BRIDGES There are a number of road and foot bridges constructed both during the initial construction period from 1975-79 and during the recent rehabilitation works from 2008-11. These are listed in the table below. Table 11: Location and Types of bridge in RBMC

SN Bridge / FB Structures RD (km) Designed Discharge (m

3/s)

Right Bank

1 Fall/FB 1.28 10.00

2 Fall/BR 2.37 10.00

3 Fall/FB 3.64 10.00

4 Fall/CR/FB 4.06 9.88

5 Fall/CR/FB 4.33 9.28

6 Fall/FB 5.53 4.32

7 Fall/CR 6.29 4.32

8 Fall/FB 6.57 3.64

9 Fall/FB 6.93 3.64

10 Fall/FB 7.27 3.64

11 Fall/BR 7.84 3.64

3.7. OTHER STRUCTURES There is a super passage at 3.0 km which is designed to carry runoff rainfall from the surrounding hills over the canal and into the river. The width of super passage is 37.5 m wide whilst 1.2mm diameter pipes carry the canal water under the super passage.

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Figure 24: Super Passage Drain in RBMC Downstream of Spinzar

As mentioned above, there is also a gated escape structure located at Spinsar hydropower station and designed to release surplus water from the Spinsar canal, which joins the right bank canal at this point. Figure 25: Escape Gates and Cross Regulator at Spinzar RBMC

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4. KHANABAD IRRIGATION SCHEME (KIS)

4.1. KHANABAD IRRIGATION SCHEME Khanabad Irrigation Scheme is one of the largest irrigation schemes in Afghanistan, with a command area of some 35,000 ha. The canal layout of KIS is depicted in Annex C, Figure 34. After rehabilitation of the barrage and main canals which was completed in 2011, the Khanabad Irrigation Scheme finally commenced full operation with the barrage, left and right canals put into service to irrigate the command area of 35,324 ha. The objective of the rehabilitation was to provide the 14 traditional irrigation systems with a common, controlled reliable supply of irrigation water, rather than have them continue to rely on their individual direct river off-takes, which are uncontrolled and prone to major damage during high river flows. The irrigation scheme is divided in two main lined canals which bring the water to the farmer managed canals, replacing the 14 traditional intakes (9 on the left bank and 5 on the right bank of the river). These existing traditional, now termed “secondary”, canals will take water from the lined main canals at new gated, controlled off-takes and continue delivering water to tertiary canals, field channels and to the command area as before.

4.2. COMMAND AREA The Khanabad Irrigation Scheme has a command area of 35,324 ha. The schematic flow diagram for the scheme is shown in Annex C, Figure 35. This includes design flows in the main canal and at the secondary canal off-takes; it does not include the wider scheme, including the tertiary canal and channels, which is the subject of a separate, on-going and as yet incomplete, study. During the initial design in 1975, WAPCOS defined the total command area as 29,880 ha. However, this appears to have increased over the years and in 2006, with the benefit of satellite imagery. Landell Mills Ltd and Mott MacDonald identified a total command area as 35,324 ha, an increase of some 5,444 ha over 30 years. The following table lists the Khanabad Irrigation Scheme (KIS) secondary canals and their command areas: Table 12: Khanabad Irrigation Scheme Secondary Canals and Command Areas (ha)

Khanabad Irrigation Scheme (KIS) Secondary canals

Total Net Command Area (ha)

Left Bank Area

Khoja Bolak 392

Gawkush 7,874

Naqi 8,159

Jangal Bashi 1,837

Qoshthepa 1,844

Buin 2,258

Kobai-Quchi 3,522

Choqor Qishlaq 3,832

Kanum 1,625

Total Left Bank 31,343

Khanabad Irrigation Scheme Total Net Command

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(KIS) Secondary canals Area (ha)

Right Bank Area

Flour mills 41

Aftabloq 239

Kohna Qala 1,979

Basos 270

Sarai Qishlaq 1207

Kadugan 245

Total Right Bank 3,981

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SECTION 3 – KIS INSTITUTIONAL SET-UP FOR O&M

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1. GENERAL

The new Water Law provides that Water Users Associations (WUAs) can be established, and appropriate charters and by-laws formulated for their registration and management. Both MEW, through the new RBAs and RSBAs and MAIL provide support to enable the farmers to formally establish and register these bodies. In the case of larger schemes, covering a wider geographic area, such as KIS, it may be necessary to combine several WUAs to form Water User Federations Groups (WUFs). The roles and responsibilities of key organisations in the water sector are given in Annex G.

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2. RESPONSIBILITIES

The overall responsibility for the operation and maintenance of the Khanabad Irrigation Scheme is jointly shared by the MEW/RBA through its O&M team and the water users, with the RBA responsible for managing the primary infrastructure i.e. the barrage, left bank and right bank main canals and the farmers responsible for managing the secondary and tertiary canals and field channels.

2.1. MEW/RBA O&M TEAM ORGANISATION The MEW approved portfolio of the Operation and Maintenance team for Khanabad Irrigation Scheme (KIS) is shown in Annex B, Figure 32. It comprises an engineer-in-charge (grade 4) with 1 mechanical and 1 civil engineer (grade 4), supported by 2 mechanics (gate and canal operators grade 7) with 1 support staff (grade 8), together with 5 watchmen (grade 8) and 3 gauge men (grade 6). The staff job description is given in Annex B, Figure 32.

2.2. FARMERS O&M ORGANISATION Whilst MEW, through the River Basin Agency and its O&M team, are responsible for the day-to-day operation and maintenance of the primary infrastructure (barrage and main left and right bank canals), the farmers are responsible for managing the O&M of the secondary and tertiary canals and field channels. Given that the KIS has a total command area of some 35,000 ha, it is clear that this cannot be effectively managed by a single Water Users Association. Thus, in order to provide effective management of the secondary and tertiary systems, the farmers have elected to form a four tier management structure based upon Water User Groups (WUGs) feeding into Water User Associations, which in turn feed into Sub Federations and ultimately a single, representative Federation which provides the point of contact for the MEW O&M Team Leader. This structure is shown and described in Annex B, Figure 33, including the job descriptions.

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SECTION 4 – ANNUAL PLANNING FOR WATER DISTRIBUITION

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1. ANNUAL PLANNING

1.1. OBJECTIVES The objective of the planning stage is to assure that the crop patterns for the year can match the anticipated water supply (river flows) and irrigation method. The planning stage is crucial to ensuring that the Khanabad Irrigation Scheme can be operated effectively. It is essential to be carried out before starting the operation in March/April each year. This must be a joint exercise involving both the MEW O&M Team Technical staff and the farmers, through their WUAs and the WUF.

1.2. PLANNING STEPS In any irrigation scheme, we must plan for the water deliveries before we start the operation. This can be done in the following steps:

1. Estimating future water supply (river flow);

2. Estimating irrigation water demand for the planned cropping pattern;

3. Balancing the water supply and demand;

4. Prepare/revise the monitoring procedures.

For example, drought years and hence low flow years, need to be anticipated at the planning stage so that farmers can adjust their crops to best suit the predicted available water supply and also to ensure that appropriate rotation distribution methods can be agreed and established in advance of the actual low flows and irrigation water shortages arising, so that all involved parties know what to expect and can plan accordingly.

1.3. ESTIMATION OF WATER SUPPLY (RIVER FLOW) The total water demand at the intake, incorporating the losses, should be matched with the reliable water supply at the river. If the water demand is higher than the river supply, alternative water sources should be investigated or the “design” crop use should be reviewed. There are past records of monthly water flow measurement of the Khanabad river taken at Phuli Chuga bridge just 6 km upstream of the barrage, between 1941 and 1979. Whilst P-ARBP resumed discharge measurements at the barrage and Phuli Chuga bridge in recent years, the data seems inconsistent with these earlier records and hence, the design for KIS has been based on the records maintained between 1959 and 1979 The estimated average maximum and minimum monthly water flows are presented in Figure 26 (from Design Report 2006 by Landell Mills and Mott MacDonald).

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Figure 26: Khanabad River Monthly Flows and Water Demand

As can be seen from Figure 26 taking into account the average of the minimum monthly flow, it is expected that the river discharge at the Barrage should be sufficient to meet the irrigation water demands during the year, with a slight shortfall occurring during the months of July and August. It should, however, be stressed that these are estimated figures from historic records and they represent likely average maximum and minimum flows; significantly higher and lower flows can occur, as happened in 2008 and again in 2011 when exceptionally low flows were experienced. It is therefore absolutely essential that, whilst the discharge measurement records must be maintained and predictions updated and refined, the planning for any given year must be based upon the best current data available. With the help of meteorological satellite and instruments installed in the mountains of Bamyan and Badakshan and based on the previous works carried out by P-ARBP, RBA should produce river flow predictions for the forthcoming year and in particular issues flood or drought warnings as appropriate in March/April each year. This data, combined with the actual flow records for the Khanabad river, should be used in the planning process to more accurately estimate the water availability for the forthcoming year.

1.4. ESTIMATION OF WATER DEMAND A month prior to each cropping season, there should be a crop planning meeting. This meeting should be held in the KIS O&M office with the O&M team, WUA Federation of Khanabad Irrigation Scheme (KIS), relevant basin agency and agriculture department staff. They should agree on the following:

1. The weather forecast for coming season (if available) – whether normal, flood or drought conditions are expected and corresponding expected flows at the barrage;

2. The cropping pattern and each cropped area; 3. Time of water distribution; 4. Water rotation systems, as necessary.

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At the same time, they should also discuss lessons learned from the previous year´s O&M, any new policies from the Government and any other agricultural issue, such as seeds, fertilizer etc. The water requirement in the field is then calculated based on the agreed cropping patterns and areas, allowing for field and the conveyance efficiency. As an example, one of the typical cropping patterns and areas is presented here in Figure 27 (from Design Report 2006 by Landell Mill and Mott MacDonald.) Figure 27: Cropping Pattern and Cropped Area

It is generally expected that the water supply will fulfil the water demand. If it is not possible, then the most likely way is to decide on a rotation in water distribution as far as possible. If there is an acute water shortage, then curtailing some crop areas will be essential. As an example, Figure 28 below sets out a typical Water Supply versus Demand balance calculation, based on the projected flow patterns shown in Figure 27 above. As it can be seen, the designed intake water demand is less than the water supply in most of the months except July, August and September where there is a water deficit. Figure 28: Water Demand, Water Available and Balance in m

3/s

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

Average monthly

minimum (water

available)

25.6 23.6 23 32 52 98.6 86.2 44.6 31.7 30.7 31.3 29.7

D/S required flow

minimum15 15 15 15 15 15 15 15 15 15 15 15

Water demand 0 0 9.0 21.3 15.2 53.7 88.6 68.3 23.7 6.4 4.1 0.42

Total water demand

15.0 15.0 24.0 36.3 30.2 68.7 103.6 83.3 38.7 21.4 19.1 15.4

Water balance 10.6 8.6 -1.0 -4.3 21.8 29.9 -17.4 -38.7 -7.0 9.3 12.2 14.3 Under such circumstances, where a water supply shortfall is predicted, a rotation plan can be adopted during the critical months. However, in the event of an acute shortage, as happened in 2011, it will be necessary to curtail some rice planting area or change the cropping patterns to other crops which need less water requirements.

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2. WATER DISTRIBUTION METHOD

Two water distribution methods can be used in KIS, depending upon the actual water supply, i.e. river flow.

2.1. CONTINUOUS FLOW Throughout the irrigation season, the farmer receives a continuous supply, sufficient to meet his minimum needs. This is possible when the available water supply is sufficient to meet the water demand in the irrigation season. This continuous flow method requires that there is a sufficient amount of water in the river to match the water demand during the irrigation season. From the water demand and supply curve for KIS shown in Figure 26, it can be concluded that the water demand during the wheat season is small and can be accommodated by the water supply available during that irrigation season.

2.2. ROTATIONAL FLOW The rotational flow is the most complex method of water distribution and care should be taken when selecting this method of water distribution. Flow rotation on a weekly basis can be introduced at different levels within the system such as:

1. Rotation in field channels, but with continuous flow in tertiary, secondary and main canals;

2. Rotation in field channels, tertiary canals, but rotational flow in secondary and main canal levels;

3. Rotation in field channels, tertiary and secondary canals level, but continuous flow in the main canals;

4. Rotation in field channels, tertiary, secondary and main canal levels. This is only possible if we have two or more main canals, as is the case with the left and right bank canals in KIS.

Rotation mentioned in a), b) and c) is commonly used during periods when the river flow is insufficient to meet the continuous water demand of the system; rotation in d) is only used in extreme cases of exceptionally low river flows. Examples for rotational flows in the irrigation scheme are described in Annex E, assuming that the whole of the command area can be divided into different irrigation blocks.

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SECTION 5 – BARRAGE OPERATION

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1. OPERATION OF WATER DISTRIBUTION AT BARRAGE LEVEL

The volume of irrigation supplies through the head regulator is based on the accepted discharge formula. For ready reckoning they are usually converted to discharge tables. These tables have to be occasionally checked and verified for accuracy by taking actual measurements of flows in the canal. For any flash flood, the canal may have to be closed temporarily, if the concentration of suspended sediment is in excess of the safe prescribed limits which are yet to be finalized. Any abnormalities or morphological changes downstream and upstream have to be identified and mitigated. All the gate installations, electrical appliances etc. have to be thoroughly checked and repaired so that all installations remain in excellent operating conditions.

1.1. WATER DISTRIBUTION PROCEDURE 1.1.1. General This stage follows on from the initial planning stage and involves putting into practice the operational approach for the forthcoming seasons, as agreed during the planning stage. The procedures must be clear and easy to follow so that they can be understood and implemented by all the involved parties. In order to implement the procedure efficiently, it is also essential that the physical infrastructure i.e. the barrage, head regulators, silt excluders, canals and all mechanical and electrical plants, is maintained in good working order (addressed in the maintenance section below). 1.1.2. Background Information Before commencing operations, it is essential that the O&M office has the following plans and documents readily to hand:

1. Layout sheet of command area, showing all canals; 2. Schematic diagram showing each canal with their alpha-numeric sign, structures, design

discharge, area served by each main, secondary canals and tertiary canals and field channels etc.;

3. Standard calibration chart or table for flow measuring structures; 4. Standard reporting form; 5. Operational plan.

1.1.3. Basic Procedures In normal circumstances, the water distribution should be based on a weekly cycle, although this may be reduced to daily cycles in cases of extreme water shortages. However, the following activities are common to either approach: a) Data collection and weekly brief The data of previous week’s river discharge and canal intake discharge must be collected. The cropping pattern should be checked and compared with that agreed during the planning stage and any discrepancies from the planned pattern should be discussed and appropriate action taken. Any operational constraints or issues arising during the previous week should be listed. b) Decide on the following week’s operation Based on the data collected and the weekly brief, the engineers from the O&M team should instruct the gate operators, mirabs and kok bashi with regard to the discharge required for the following week at the intake, main canals, secondary canals, tertiary canals and field channels. The WUA in each secondary canal and the WUG in tertiary level should also be informed about the operational procedures for the following week.

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c) Balancing maintenance activities The proposed normal six days rotation allows one day for balancing the maintenance activities (Friday) for miscellaneous canal operations. The previous week’s balancing activities data must be collected and reviewed. The miscellaneous activities may be as follows:

1. The desilting basin and silt extractor should be checked and operated so that the extractor tunnels are clear and working correctly;

2. Either partially or fully closing the main intake regulators at the barrage during the flood season;

3. Immediately open the upstream escape gate and start repairing any breach in the canal if it occurs in the main, secondary canals etc.;

4. Close the canal for any small maintenance work required. In this case, special instructions should be issued to the operating staff in the field.

A sample of a weekly operation schedule is shown below. It is important that the operation of the scheme should be monitored and if necessary, adjustments should be made to the operation plan. Table 13: Typical Weekly Operational Plan

Days Activity

Saturday Set the gate openings plan for the week and implement

Sunday Monitor the flows and if necessary adjust the gate openings

Monday Monitor the flows and if necessary adjust the gate openings

Tuesday Monitor the flows and if necessary adjust the gate openings

Wednesday Monitor the flows and adjust gate openings if necessary, collect data, decide on next week operation, inform Water users organisations, inform O&M team, decision on Friday balancing operations

Thursday Monitor the flows and adjust gate openings if necessary, water users organisations inform farmers of next week operation

Friday Balancing activities, maintenance, silt removal etc.

1.2. WATER RELEASED DOWNSTREAM FOR ENVIRONMENTAL PURPOSES The draft Environmental Impact Assessment (EIA) report for Khanabad Irrigation Scheme (KIS) rehabilitation, which was submitted to the EC by Landell Mills Ltd in 2006, states that “An ecological water flow in the downstream reaches between the barrage and the confluence with the Kunduz River of 15 m³/s in winter and of 20 m³/s in summer has to be agreed.” However, the “Operation plan of barrage” report prepared by AHT under the EC SWM component and submitted in 2010, states that only 3 m3/s should be released downstream during low river flows, which represents some 10% of the average minimum winter flows. Other EIA reports suggest that, as a thumb rule, a minimum 10 to 15% of available upstream water should be release downstream for ecological reasons. For Khanabad this “rule of thumb” would suggest downstream releases ranging from some 3m3/s during low flows up to 30 to 45m3/s during average peak flows. This approach is largely consistent with the AHT low flow recommendations and whilst it results in a wider range than the initial EIA report, it is considered to provide a realistic guideline in the case of the KIS, as it is related to the actual flow in the river at any given time and will accommodate situations where very low summer flows are experienced, as happened in both 2008 and 2011. Under such circumstances a fixed downstream minimum summer flow regime of 20m3/s, as recommended in the initial 2006 EIA report, is both inappropriate and unenforceable as this could, in extreme cases, amount to allowing some 70% of the available water to pass the barrage, leaving little or no water for the irrigation scheme.

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Thus, on balance, we would recommend that the minimum downstream flow should be set at 15% of the upstream river flow at any given time, Based on the historic records this would suggest that downstream flows could vary from a minimum of 3 m3/s during average minimum flows up to a maximum of 45 m3/s during peak average maximum flows and greater, of course, during major floods. At a practical level it is should be noted that the vortex tube on the right bank main canal can release a maximum of 2 m3/s to the river through the escape channel and the silt extractor tunnel on the left bank main canal can release a maximum of 20 m3/s to the river through the escape channel, giving a total discharge downstream of the barrage of about 22 m3/s. This could be sufficient to meet a significant range of downstream flow requirements, although use of the silt extractors during very low flows may be undesirable, in which case downstream release must be regulated through the under-sluices.

1.3. WATER RELEASED IN THE MAIN CANALS 1.3.1. Water for Left and Right Bank The water available in the river has to be distributed between the left bank and right bank main canals according to the proportion of the command areas. The left bank main canal serves an area of 31,343 ha, whilst the right bank serves some 3,981 ha, and hence, on a pro-rata basis, 89% of available water should be allocated to the left bank canal and 11% to the right bank canal. The operating approach should be that the pond level of 521 masl is maintained at all times irrespective of the actual flow in the river and, after releasing minimum downstream flow of 15% of the incoming flow, the remaining 85% of the upstream flow should be distributed 89% left bank: 11% right bank. The flow into each canal is measured at the inlet weir and controlled by adjusting the head regulator to the desired positions to achieve calculated flow based on the above pro-rata distribution of the available water. The barrage river flow distribution is presented in Annex D, Error! Reference source not found.. It shows the pro-rata sharing of the water between the left and right bank main canals after minimum downstream release. During low river flows, the under sluice bays 1 and 13 should be kept partially opened to maintain minimum downstream flows, whilst all other gates should be kept closed. As the discharge keeps rising, other under-sluices and spillways should be opened, the main canal requirements followed by the scour sluices and lastly the spillways. The operational objective is to concentrate river flows towards the canal head regulators and scour sluices in order to maintain the approach channels in the river bed and to keep the sediment deflectors in the scour sluices free from deposits and actively deflecting bed load away from the canal intakes when there is adequate surplus river flow. Similarly, to facilitate flow calculations, the rating curves for the under-sluice, spillways, left bank and right bank head regulators are shown in Annex D, Figure 36, Figure 37, Error! Reference source not found. and Figure 39 respectively. 1.3.2. Water Released During Floods The main flood season is between May and August, with a peak generally falling in July. However, heavy rains combining with early snow melt can result in significant flash floods in March / April.

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The operation of the barrage during floods is extremely critical and the river level gauges should be monitored every hour during such events, in order to manage the flood in an adequate and timely manner. As an initial precaution for maintaining a minimum domestic and small hydropower water supply, which amounts to some 8 m3/s for the left bank canal and 2 m3/s for the right bank canal, it is recommended that the main canals be closed when the discharge exceeds 396 m3/s (equivalent to a 1 in 5-yr flood), in order to avoid excessive quantities of sand entering the main canals with attendant siltation risk. When the discharge is about 600 m3/s, all the under-sluice and spillway gates should be fully opened and main head regulators be only partially opened for domestic uses only. Flood warning arrangements will need to be established. This can be achieved by setting up flood stage monitoring stations on the Taloqan and Bangi rivers at locations 20 km upstream from the barrage; these will provide two hours warning, which should be sufficient for managing the barrage gates. Observers equipped with mobile telephones should be placed on duty day and night during flood periods with responsibility for reporting to the barrage duty staff. In addition one observer should be located in Phuli Chuga just 6 km upstream of the barrage, for immediate warning of an impending flood. These observers should be hired for 5 months, from April to August each year. 1.3.3. Water Released During Season (Rice) The operation of the barrage and main canals during the main rice crop period is also critical. As can be seen from Figure 26, the water demand during July and Aug is higher than the average minimum water flows in the river for the estimated 1 in 5 year low flow and hence, under such circumstances, a rotation water distribution system must be introduced, as described in section 5 above and in Annex E. The water demand in other periods of the year is generally lower than the water available in the river and hence rotation is not required and a continuous flow method of water distribution can be applied. As an example and as can be seen from Figure 26, the estimated water demand in July under a typical cropping pattern, is 88.6 m3/s (2.5 l/s/ha) at the intake, compared with only 76 m3/s (1 in 5 year low flow) of water available at the intake This indicates that the water available at the intakes is only about 86% of demand. Under such circumstances rotation in the tertiary canal is sufficient, with a weekly four block rotation. The main canal and secondary canal flows continuously but with less than the designed discharge. Three blocks will receive water in a week; one block receives no water for that week and is rotated among the other blocks as shown below:

Week Blocks

A B C D

1 X X X

2 X X X When water available is about 75%

3 X X X

4 X X X

For the month of August, the water demand is 68m3/s, but the water available is only 37m3/s which is about 54%. Hence, a two block weekly rotation in the tertiary canal level is sufficient. In principle, the greater the water deficit the wider the rotation system required.

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Week Blocks

A B

1 X

X When water available is about 50%

The water allocation plan for low flow, medium flow and high flow for Khanabad irrigation scheme is presented in Annex F, Figure 40, Figure 41Figure 42, Figure 43 and Figure 44 respectively. Other examples of water allocation are described in Annex E.

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2. OPERATION OF KEY BARRAGE COMPONENTS

Proper operating practices will also reduce maintenance and repair requirements and costs. Poor operating practices manifest themselves in various different ways, including: Reduced crop area and yield; Conflicts between head, middle and tail end farmers; Interference in and damage to water control structures; Illegal abstraction from the canals; Wastage of water; Reduced revenue generation and ability or willingness to pay user fees. These are all indicators of poor operational practice and if present in a scheme it is an indication that the operating practices needs to be reviewed and improved.

2.1. BARRAGE GATE OPERATION (ELECTROMECHANICAL SECTION) All the barrage and left and right bank main head regulator gates, are fitted with steel roller bearings, which sit on steel guide rails fitted to the sides of the concrete guide walls. The gates are lifted or lowered by electrically operated steel wire hoists located on the bridge deck above the gate. The hoist can also be operated manually in the event of a power failure. The specification for the gate operation has stated that gates are lifted and lowered against the maximum specified water load conditions at a rate of 0.30 m/minute by electric power. The barrage was originally designed to receive a power supply from Spinsar hydro-electric power station, but this is no longer in operation and hence a new generator has been provided to supply power to the gates and barrage site in general. In the event of an electric power failure, the gates can be raised and lowered manually by two men operating a crank handle. The crank handle interlock is detached while connected to the electricity supply. This interlock has to be coupled to the main gear system before manual operation can start. The operating gear is self-locking and capable of holding the gate suspended in any position when the electric motor is switched off or the crank handle released. The speed of gates lowered or lifted under manual operation is slow amounting to only 24 mm/min. All lift gates should be operated at suitable intervals to free the mechanism and wash out extraneous material. In low flow conditions, when gate openings are not desirable, rising of gates by 150 mm for a few minutes should suffice. If the gates have not been moved for a sufficiently long time, they should not be forcibly raised in one movement, but should be lifted by about 30 mm at a time and left at that position for about 10 to 15 minutes to allow time for the silt deposited against the gates to soften and slowly ooze out. This is essential to avoid heavy strain on the machinery. The head regulator gates should be opened equally unless otherwise specified. The sequence of operation of the barrages gates/weir shutters should be decided by the engineer-in-charge depending on river behaviour, shoal formation, scour, etc. both upstream and downstream of the barrage. Gate openings should be suitably increased to allow passage of boulders. The operation should be done so that the safety of the structure is not jeopardized at any time and the permissible difference in static head on either side of the divide walls is not exceeded beyond the safe limit, which should be clearly specified. The gates operating silt/shingle excluding devices should be closed very slowly to avoid water hammer action which can otherwise damage the structure. Stop-logs and stop log guide channels are provided on the upstream side of the main regulating gates for emergency closure of flow over the barrage, when the main gate fails to operate properly or for inspection and maintenance of the gate. The stop-logs can be moved as necessary by a mono-rail crane, with an automatically operated lifting beam.

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Rating curves are provided for all gates and the pond level (521 masl) should always be maintained upstream of the barrage by adjusting the gates. Limit switches are provided and are designed to stop the gate motor when the gate has reached the limit of its travel in either direction.

2.2. CANAL HEAD REGULATOR GATE OPERATION There are head regulators, cross regulators and escape gates in main canals. These are all screw hoisted gates fitted with an elevated steel operating deck. These are all manually operated by crank handles. The crank handle should be inserted on the side of the gear box to lift or lower the gates. If there is more than one gate in the structure, then all the gates must be equally lifted or lowered. Care should be taken for the last movement when lowering the gate. It should not be pressed hard when water is closed completely, otherwise the gear system or the bearings may get damaged. Full Supply Level (FSL) must be maintained in upstream of the canal by adjusting the gate opening. The rating curves are provided for every HR, CR and escape gates in the main canal. There are no stop-logs or associated equipment for the canal regulator structures at the barrage location and these are required to be provided along with a monorail type lifting system to place / remove them when required. As an overall management all the gate operations shall be managed according to the Q available at the headwork. Gate operation and flow distribution into the left and right bank main canals during the month of July and in particular the month of August is very crucial.

2.3. BARRAGE FLUSHING 2.3.1. Silt Load The Design Report states that the Khanabad river is a silt laden river and it is necessary to establish silt removal structures at the barrage and in main canals, so that relatively silt free water passes down the main canals. According to the Design Report, in the Khanabad river, the minimum size of the bed material is 0.063 mm and the maximum 150 mm, with an average bed material size of 15 mm diameter. The river sediment concentration in ppm (parts per million or mg/l) varies with the discharge: for 50, 100, 200, 300 m3/s, the silt concentration of the river is 1000, 2400, 5500 and 8900 ppm respectively. 2.3.2. Sediment Excluder Tunnels in the Barrage The barrage has sediment excluder tunnels in bays 1 and 13. During low flow, bay 1, 13 excluder tunnels are partially opened for continuous removal of sediment through the barrage. The silt excluder tunnel has 20% silt removal capacity and 80% silt is passed into the main canal head regulators. As the discharge in the river increases, the under-sluices and spillways should also be opened to maintain silt removal. 2.3.3. Silt Ejector Tunnel in Left Bank Main Canal At 200m downstream of the head regulator, there is a sedimentation basin and existing silt ejector tunnels. The approach basin is 200 m long and 40 m wide with the bed sloping towards the silt ejector tunnel; the tunnel vanes are curved to the side of the canal and exit into the escape channel. There are 3 gates for flow regulation in the silt ejector tunnels. The maximum discharge in the silt ejector is 19.75m3/s, when operating in continuous flushing mode. For medium discharges, gates can be partially opened so that the desired flow can pass to the escape channel. In the case of low flows, it has been observed that farmers do not want the “to

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lose water” through the escape channel and hence close the control gates, resulting in the silt being deposited in and blocking the tunnels. However to avoid this scenario, it is essential that each and every week, generally on a Friday, the gates should be opened and the silt let out of the system with maximum discharge. According to the report, this silt ejector can extract about 40% of silt entering the main canal. 2.3.4. Vortex Tube At 200m downstream of the right bank main canal, there is a new vortex tube with gates for flow regulation and an escape channel to pass back silt-laden water back to the river. The vortex tube is capable of removing more than 40% of the silt load from the main canal. During high flows, the gates should be continuously, fully opened to achieve a maximum discharge of 2m3/s through the vortex tube. In the case of medium flow in the river, the gates should be partially opened. As with the right bank, during low flows, the farmers do not want ‘to lose water’ through the escape channel and hence close the control gates, resulting in the silt being deposited in and blocking the tubes. In this case, every Friday, the gates should be opened and let the silt be carried and flushed away with maximum discharge.

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3. OPERATION OF WATER MEASURING STRUCTURES

3.1. STAFF GAUGES Staff gauges are to be installed in the barrage, main canal head regulator (HR), cross regulator (CR) and escape gates. In all the under-sluice, spillways and intake regulator abutments or piers, vertical staff gauges for recording upstream water level will be established. Also for measuring the gates opening in every under-sluice and spillway gate, a staff gauge is established just near the top of the gate. However, in the main head regulators, staff gauges will be established downstream of the gates, in order to measure the downstream water level in the main canal. In the main canal, staff gauges will be established immediately upstream and downstream of head regulators for water level measurements and near the top of the gate for measuring gate opening. In cross regulators, staff gauges for downstream water level are not required, as every CR has a fall downstream. Secondary or tertiary canals are not lined and there are no permanent structures. Hence, the staff gauges are not proposed at the moment. However, it is proposed that a Parshall flume will be constructed in every secondary canal to measure the flow.

3.2. BARRAGE The pond level of 521 masl should be maintained constantly, except during extreme floods, sediment flushing and maintenance periods. The Barrage gates and head regulator logbooks should record the date, gate opening height and time, gate lowering / closing time, respective water levels as well as any significant changes occurring in operation activities. Daily river flows and the left and right bank canal discharges should be displayed on the notice board at the barrage. In addition, recent high flood levels should be shown with suitable markings. The staff gauge should be readable at all times. A torch is to be used to record the gauge level at night. Any dust or silt should be removed from the gauge so that it can be clearly read from the bridge or elsewhere.

3.3. MAIN CANAL Full supply level should be maintained at all times, whatever the discharge in the canal is and the water level downstream of HR. Gate openings should be recorded in a log book and any changes should be mentioned.

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SECTION 6 – BARRAGE AND SCHEME MAINTENANCE

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1. INTRODUCTION

Operation and maintenance are complimentary, but essential, activities. Proper operation is not possible if the key components of the scheme are not properly maintained and kept in good working order. Similarly, even if the components are well maintained and kept in good working order, this will not guarantee proper operation of the scheme and hence the most efficient use of the available water. The scheme must be both correctly operated and maintained if it is to ensure an equitable, reliable supply of water to the farmers. Barrage and scheme maintenance are usually a regular planned activity. Regular maintenance and repair prevent from damage and maintain reliable flow to and in the command area timely, adequately and effortlessly. The proposed normal six days rotation allows one day for balancing the routing maintenance activities (Friday) for miscellaneous canal operations (see section 5). By monitoring the operation of the scheme, this should be monitored and if necessary, adjustments for maintenance could be made to the operation plan.

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2. ROUTINE MAINTENANCE

As stated above, routine maintenance of the barrage structures, gates, lifting gear boxes and the main canals and associated structures are essential for the smooth operation of the scheme. Similarly the periodic maintenance of the structures and canals is important for their long life.

2.1. PROTECTION WORKS Entire protection works of the headwork should be carefully inspected. Any damages observed should be recorded and maintenance works prioritized. Eroded or bank cut embankments should be maintained and further strengthened. If necessary, redirection of flow towards the centre or to the safer routes should be worked out, so that the specific location of severe attack by the flood is stabilized. Mula Karim wash which enters upstream of the left bank head regulator gates tends to bring a large volume of coarse sediments, which can influence the flow in the upstream. Thus, in the future its impact in barrage operation needs to be assessed and a suitable mitigation plan to be worked out. Gabion works have been carried out for guide bunds river training works for the downstream protection of structures. The gabions mesh wire might break or get loose and bulged with the passage of time and stones may fall out. Maintenance of gabion works includes refilling stones, stretching gabion wires and replacing any broken wire. Stone pitched works need to be inspected regularly. Any displaced stones need to be placed firmly back into its position. The stone should be sufficiently large size and angular stones should be used to achieve good inter-locking.

2.2. BARRAGE AND CANAL STRUCTURES The general maintenance requirement of the barrage is: Keep the upstream and downstream barrage and the canals free from sediment deposition; Ensure the under sluice and spillway gates are always in an operational condition; Maintain upstream and downstream floor protection works; Maintain the hydro mechanical and electrical appliances of the barrage and the hydraulic

structures of the canals. In particular, the maintenance requirement of the hydro mechanical and electrical appliances of the barrage and the hydraulic structures of the canals should consider: Regular inspection of gates, hoist and electrical installations, motors and generators; Inspection of operating hoist and gate operating gear and maintain gate operation gear in

operational condition. Entire lowering and lifting of the gate depends on the operating gear. Gate should be operated regularly by lifting and lowering to ensure that its moving parts are not jammed;

Rust should be scrapped off by a scrapper or sand paper from the gate lifting mechanism, gate panels and exposed parts of gate frames. The gate should be repainted with rust proof paint;

Inspection of knots, bolts, washes and sliding wheels and the missing ones should be replaced immediately;

Old grease as well as sticking dust should be removed from all moving parts of the gate and gate lifting mechanism. Regular inspection of self-lubricating metal bearings, grease

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lubricated bearings and chemical anchor bolts and other mechanical installations should be routinely done;

Fresh grease should be applied to all moving parts of gate lifting arrangement and gate frame after thorough cleaning, at least once in an operational crop season;

Debris, logs, bushes etc. brought down by the floods trapped at the head regulator and off-takes, under sluice and spillway gates should be removed;

Damages and scouring of weir floor, upstream and downstream floor protection works etc. should be rectified;

Routine inspection of rubber seals of gates and damaged rubber seals should be replaced by a new one;

Regular and careful flushing of deposition of sediments up stream of the spillway and under sluice bays should be done;

Mechanical equipment, vehicles and other requirements should be in an operational condition.

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3. EMERGENCY MAINTENANCE

From time to time there will also be a need for emergency maintenance. During such times all staff, materials and equipment must be ready to tackle the emergency problem to help ensure the safeguarding of the structures and canals, and thus avoid much bigger and costly repairs. Emergency maintenance of the head work should pertain to preventive and corrective mitigation measures. Emergency works are those works which, if not done promptly, may render severe damage or failure of the system.

3.1. PROTECTION WORKS The most likely emergency maintenance will be of the upstream and downstream guide bund and other related protection works. These protection works should be inspected during and after every heavy flood. Likely possibilities of overtopping and seepage from upstream embankments shall be judiciously monitored. Similarly, downstream banks of the river need to be monitored for bank cutting and erosion. If so, immediate bank protection activity should be initiated through approval from the concerned authorities. Downstream bed scouring and retrogression need to be inspected after every flood and necessary preventive mitigation shall be initiated. Further, stacking of materials shall be maintained for emergency repair works or flood controlling.

3.2. BARRAGE AND CANAL STRUCTURES The barrage is under dynamic pressure during high flows. The impacts of high velocity, moving boulders, floating trees etc. tend to distort or damage and influence the barrage floor, gates and downstream and upstream protection works. Bed movements are expected for floods exceeding 300m3/s. After every flood, barrage gates and all the hydraulic structures along the left and right main canals as described in section 2 have to be inspected and any damages or faults detected should be instantly repaired. This activity may include the secondary canals.

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4. DEFERRED MAINTENANCE

Deferred maintenance works are necessary to regain the lost flow capacity in barrage, canals and structures when compared to original designs. After every five years or so, a major maintenance of the barrage and of the main and secondary canal structures, river training works, gate installations and operations, and protection works shall be carried out in order to maintain and improve the system efficiency and to incorporate major changes that have occurred. With request from WUAs, the RBA will examine the status of the project and approve rehabilitation works.

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SECTION 7 – WEEKLY / SEASONAL OPERATION AND MAINTENANCE AND MONITORING

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1. MONITORING OF OPERATION

The monitoring consists of inspection, data collection, analysis and reporting and learning from problems or mistakes so that the operation can be improved. It is important that the operation of the scheme should be monitored and adjustments made to the operation plan as and when necessary. The O&M team engineers and operational staff in the field, including the WUA, WUG, mirabs and kok bashi should maintain close contact and preferably a good relationship. They should meet and discuss the operational situation weekly, or as frequently as the situation requires, and adjust the operational procedures for the following week so that the farmers receive an equitably, timely and correct water allocation. The operational staff should also be aware of any maintenance activity which may influence the canal operation. An overall seasonal or annual report should be prepared addressing the following issues, inter alia: Efficiency of water allocation and distribution and solutions to any problem arising. The planned and actual cropping pattern and individual cropped areas. Were they different? What was the crop yield? What were the major operational constraints? What are the causes? And what could be a

solution? How is the relation of the O&M team with WUA, mirabs and farmers?

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2. WEEKLY / SEASONAL BARRAGE OPERATION AND MONITORING

2.1. FLOOD SEASON This section sets out the basic steps and procedures necessary to operate an irrigation system effectively and also addresses the specific operational needs of the Khanabad Irrigation Scheme. During the flood season, the barrage, left bank and right bank head regulators must be carefully operated to ensure that there is no damage to the scheme. During normal and low flow periods, care should be taken to supply adequate water to farmers by following the operation procedures set out in section 4 of this manual.

2.2. BEFORE AND AFTER FLOOD SEASON The period from September to April is a low flow period. All canals operate with their share of water, not essentially for irrigation but for operating water mills, micro hydropower and other domestic uses. During the winter, there are no agricultural water demands and the water is only required for small hydro power generators, flour mills and other domestic uses. Even in the early rice period the snow starts melting and sufficient water is available in May and half of June. Thus water can be continuously fed into all the main, secondary and tertiary canals as per their demand. So, in spite of small irrigation requirements, barrage gates shall have to be regulated such that all the available supplies are conserved and pond levels are maintained for continuous supplement to the canals. Any unexpected excess flow over and above the requirements has to be released through the barrage and silt excluder tunnels. The release of supplement through the head regulator of the canal has to be based on the existing flow requirement of the farmers’ traditional canals accepted by the local water user communities. As the discharge drops significantly due to winter inflow conditions, the gate will be closed as necessary to maintain the pond level. In addition, the operator will work with water users, to maintain environmental flow downstream of the barrage. When the discharge rises, the operator will manipulate the gate to keep the pond level at or near the (approximate target range) specified target elevation. If anticipated meteorological conditions warrant, the operator shall remain on standby for immediate operation of gates. Table 14: Seasonal Barrage Operational Plan

Approximate Seasonal Operation Period

Operational Considerations

1st September till

30th April

The discharge in the river is low. No floods are expected during the period however in April one or two small floods can be expected. Minimum of 3m

3/s is

kept as downstream flow through the barrage as environmental flow.

The water level will be maintained at pond level or 521 m i.e. 3 m above the concrete spillway crest and 4.5 m above the under sluice, insofar as reasonable and diligent monitoring, gate operations and gate capacity will allow.

Water diversion into the canals mainly for intermittent irrigation and perennial tree plantation; also for water mills, micro hydropower; boiled rice factories.

Monitoring (logbook) of date, gate opening height and time, gate closing time, respective water levels and notes any significant changes occurring in operation activities

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1st May till 30

th

June

The discharge in river is increasing. Few early floods in May and high flow in June is likely.

The water level is maintained at pond level, insofar as reasonable and diligent monitoring, gate operations and gate capacity will allow.

i. Discharge below 200m3/s: under sluice gates are closed and excess flow is

passed through adjacent spillway gates.

ii. Discharge above 400m3/s: left under sluice 1 and 2 and the right under

sluice are opened partially and under sluice 3 kept closed with adjusted opening of spillway. Head regulator gates are opened for design discharge.

iii. Discharge up to 600m3/s: left under sluice 1 and 2 shall be opened up to 1.5

and 2 m and under sluice 3 kept closed and the right under sluice be opened 1 m with opening of 1.6 m spillway bays 4 and 12. Head Regulator gates are closed to avoid excess silt entry.

iv. For discharge above 600m3/s: all gates are opened and free flow should

occur; deposition of sediments in the upstream portion of the barrage shall be reduced.

Water requirement for irrigation will be increasing and operation of gates maintaining the pond level, and at the same time, safe passage of floods are major actions of the season.

Monitoring (logbook) of date, gate opening height and time, gate closing time, respective water levels and notes any significant changes occurring in operation activities. In addition, particular attention shall be provided for floods.

1st July till 31

st

August

River flow is receding from July and gate operation to maintain and divert the design requirement is crucial.

The water level will be maintained at pond level, insofar as reasonable and diligent monitoring, gate operations and gate capacity allow similar to operation of barrage for the period May 1 to June 30.

In July peak water requirement of 88m3/s and similarly, for August also significant

volume of water is needed for paddy.

Monitoring (logbook) of date, gate opening height and time, gate closing time, respective water levels and notes any significant changes occurring in operation activities

The Khanabad barrage gate rating curve is given in the following figure. Figure 29: Khanabad Barrage – Gate Rating Curve

Khanabad Barrage - Gate Rating Curve

0

0.5

1

1.5

2

2.5

0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0

Discharge (m3/s)

Gate

op

en

ing

(m

)

Undersluice opening Spillway opening

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3. SEASONAL BAGGARGE AND CANALS MAINTENANCE

A proposed seasonal barrage and canal maintenance work plan is given in the following table. Table 15: Seasonal Barrage and Canal Maintenance Work Plan

S. No.

Description of Works

J F M A M J J A S O N D

1 Emergency repair works

2 Regular maintenance and repair works

a. Pre-flood works

b. Post-flood works

c. Painting works

3 River Training Works

4. Additional Civil Works

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SECTION 8 – LOGISTICAL AND FINANCIAL REQUIREMENTS FOR KIS O&M

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1. LOGISTICS

1.1. MEW O&M TEAM LOGISTICS 1.1.1. Office Facilities and Equipment The O&M Team is supposed to take over the existing Contractor´s facilities located at the Barrage. The facilities include offices, meeting rooms, store rooms, a large kitchen, accommodation, sanitation and shower facilities, a workshop, laboratory, a guard room and the barrage generator house which are more than sufficient for the O&M team and indeed other district personnel. Except for some limited office desks and chairs the facilities are largely unequipped and will require equipping before they can be put into use. Table 16 below provides a list of essential equipment for guidance. Table 16: Schedule of Office Equipment for Operation of KIS

S.N. Particulars Units Quantity Remarks

1 Desks No 6 Eng-Insp

2 Meeting table No 1 TL-all

3 Executive chairs No 3 Engs

4 Standard chairs No 20 Insp + others

5 White boards No 3 Engs-all

6 Data show No 1

7 Flip chart No 1

8 Screen No 1

9 Desk top computer (latest model) no. 4 Engs + insp

10 Printer no. 4 Engs + insp

11 Survey equipment

Levelling machine with tripod no. 1

Theodolite with tripod no. 1

Total station with tripod no. 1

Staff gauge no. 3

Ranging rod no. 4

Measuring Tapes(5,100m) no. 2

12 Camera no. 1

13 Mobile phones no. 5

15 Torch lights no. 10

1.1.2. Transport and Communication Requirements A schedule of proposed transport and communication requirements for the O&M team is given in Table 17 below. Table 17: Schedule of transport and communication requirements

S.N. Particulars Units Quantity Remarks

1 Toyota Surf or similar No 1 TL

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2 Toyota Double cab or similar No 2 ME+C/HE

3 Motorcycles No 3 Inspectors

4 Bicycles No 6 Gate ops

5 VHF radio base stations-KIS-BBA HQ No 1 set

6 Mobile radios No 6 Engs-insp

1.2. FARMERS SECONDARY / TERTIARY O&M LOGISTICS 1.2.1. Office Facilities and Equipment Whilst it has been assumed that the farmers will largely operate from their existing community facilities, consideration has been given to constructing new office facilities for each of the WUAs. Outline designs have been prepared and preliminary estimates obtained from contractors. These indicate that a basic office will cost some USD 27,000, or, if fully fitted and equipped, about USD 35,000. With 15 WUAs, this indicates that about USD 405,000 to USD 525,000 would be required if this option is to be pursued. This could, however, be reduced significantly by 40-60%, if materials and equipment were to be provided, with the WUA providing skilled labour and supervision. 1.2.2. Transport and Communication Requirements Given the wide geographic spread of the command area and in consequence the WUAs, it might be considered appropriate to also support the WUAs with basic transport and communication equipment. It is suggested that one motorbike and two bicycles could be provided for each WUA, together with three mobile phones.

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2. FINANCIAL REQUIREMENT FOR KIS O&M

Whilst it is anticipated that, in the medium term at least, capital investment costs for primary irrigation schemes will be met by the Government through support from international funding agencies or bilateral donors, it is expected that existing irrigation schemes will be progressively able to meet their recurrent O&M costs.

2.1. O&M COSTS The O&M costs include the direct costs associated with the MEW / RBA O&M team, including staff, office, vehicle running and operational costs for the main barrage. These estimated costs are set out in Table 18 below and, as can be seen, amount to USD 125,960 per annum. It should, however, be stressed that these are estimates only for initial budgeting purposes and as more experience is gained and actual costs become available, these estimates should be refined and if appropriate irrigation service fees adjusted accordingly. In particular, monthly salaries should be adapted as necessary to reflect market rates or government salary grading in force at the time. Table 18: Annual Staff Operating Costs for KIS (Barrage, Main Canals)

S.N Designation Type Quantity Rate USD

Months Unit Amount (USD)

Remarks

Staff salary

1 Senior Engineer

Permanent 1 800 12 Per month

9,600.00

2 Mechanical engineer


6,000.00

3 Civil engineer Permanent 1 500 12 Per month

6,000.00

4 Inspectors Permanent 3 300 12 Per month

10,800.00

6 Clerical staff Permanent 2 250 12 Per month

6,000.00

7 Gate operators Permanent 2 250 12 Per month

6,000.00

8 Gate operators Seasonal 4 250 5 Per month

5,000.00 May -Aug, 4 months

9 Barrage labours


4,800.00

10 Barrage labours

Seasonal 4 200 5 Per month


11 Canal labours Permanent 3 200 12 Per month

7,200.00

12 Gauge reader Permanent 1 250 12 Per month

3,000.00

13 Flood stage monitors

Seasonal 2 250 5 Per month


14 Guards / watchmen


12,000.00

15 Drivers Permanent 2 250 12 Per month

6,000.00

Subtotal 88,900.00

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Office running Cost

1 Fuel for 3 vehicles

3 300 1.33 12 litres 14,635.00

2 Maintenance for 3 vehicles

LS 5,000.00 About 33% of fuel cost

3 Fuel for 3 motorcycles

3 60 1,33 12 litres 2,875.00

4 Maintenance for 3 M/C

3

LS 950.00

5 Electricity flood season

1 1 1500 4 Per month


6 Electricity other season

1 1 500 8 Per month

4,000.00

7 Other miscellaneous cost

1 1 300 12 Per month

3,600.00

Subtotal 37,060.00

Total Operation cost

125,960.00

This does not, however, take into account the repair and maintenance costs for the primary infrastructure, which, although recently rehabilitated, will inevitably, require repairs and maintenance over the years, if it is to be maintained in a sound condition. For completeness, the estimated maintenance and repair costs for the primary infrastructure are included here and set out in Table 19 below. These costs are normally assessed as a percentage of the construction costs, typically between 0.25 to 2.5% per annum depending upon the nature of the works. However, in this case the scheme has recently been rehabilitated and comprises a combination of new works, recently rehabilitated works and pre-existing, 30 year old works and hence estimates based solely on new construction costs are likely to be misleading. The maintenance costs are therefore based on the actual costs involved in rehabilitating the scheme and, in the case of the M&E works and main canals, assumed that these costs have arisen as a result of wear and tear (maintenance) over the current lifetime of the scheme i.e. 30 years (1980-2010). We have further adjusted the costs to reflect only those costs which relate to rehabilitating the abandoned works and have discounted any new works, such as the new canal sections. In the case of the barrage and embankments, we have taken the maintenance costs as a % of the actual costs, as we believe that this gives a more realistic figure in this instance. Table 19: Estimated Maintenance Costs for KIS Primary Infrastructure

Item Description Estimated Rehabilitation Cost (USD) Estimated Annual Costs (USD)

1 Barrage 3,000,000 At 0.5% of actual cost

15,000

2 Embankments 2,000,000 At 1% of actual cost

20,000

3 All Mechanical/Electrical works 1,500,000 At 3 % of actual cost

45,000

4 Left Bank canal 600,000 At 3 % of actual cost

13,000

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5 Right Bank canal 300,000 At 3 % of actual cost

9,000

Estimated Annual Maintenance Cost-Primary Infrastructure 102,000

As can be seen from Table 18 and Table 19 the total estimated O&M costs for the primary infrastructure amounts to USD 230,000 per annum. Of this amount, USD 115,000 relates to the maintenance costs for the primary infrastructure, including the mechanical/electrical plant. Whilst initial maintenance costs may be lower than these estimates, none-the-less they must be budgeted for and revenue accumulated in a separate maintenance account to ensure that funds are available as and when needed in the future.

2.2. IRRIGATION FEES At present, the O&M cost of the secondary and tertiary canals is not known, but based on the above figures for the O&M cost of the barrage and main canals and assuming that the scheme supplies the full command area of some 35,000ha, this equates to USD 6.9 or USD 1.4 per Jerib. These estimates do not include any contingency allowances or indeed include any of the costs associated with the secondary and tertiary canals. Thus, allowing an additional 33% contingency on the above estimates and rounding up figures, it is therefore proposed that an irrigation service fee of USD 10 per hectare or USD 2 per jerib be established and incorporated into the WUA bye-laws. It is estimated that this will meet the initial operation and maintenance costs of the primary infrastructure and may also provide some funds to support the secondary infrastructure, although this should not be at the expense of drawing down the maintenance fund, which must be retained to meet future needs. It is further suggested that the fee be reviewed every 3 years and new figures set based on increasingly longer and reliable actual records.

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REFERENCES

1. Santosh Kumar Garg, 2007, Irrigation Engineering and Hydraulic Structures, Khanna

Publishers, Delhi. 2. Mott MacDonald associated with Landell Mills Ltd, 2006, Design Report, Khanabad

Irrigation Scheme Rehabilitation Project, Kunduz Afghanistan 3. Mott MacDonald associated with Landell Mills Ltd, 2006, Initial Condition Assessment and

Desk Study, Khanabad Irrigation Scheme Rehabilitation Project. 4. Landell Mills Ltd, 2006, EIA of Barrage and Irrigation Scheme Rehabilitation Project, KRBP,

MEW/EC, Afghanistan. 5. WAPCOS, 1973, Manual of Design Vol. I to V, Khanabad Irrigation Project, Kunduz

WAPCOS, 2002, Assessment report for Rehabilitation of Khanabad Irrigation Project, Afghanistan, Ansal Chambers-11, New Delhi

6. Sir MacDonald and partners Ltd. in association with MacDonald Agriculture Service Ltd and East consult P Ltd, 1990, M.13 Operation, maintenance and management manuals, Design Manuals for Irrigation Project in Nepal, World bank fund, His Majesty’s Government of Nepal

7. AHT Group AG, 2010, Barrage and Main Canals Operation and maintenance plan for Khanabad Irrigation Scheme, Afghanistan, EC fund

8. His Majesty’s Government of Nepal, Department of Irrigation, Nepal, 2007, Training directives for Canal Maintenance Plan

9. His Majesty’s Government of Nepal, Department of Irrigation, Nepal, 2007, Training directives for Canal Operation Plan

10. Landell Mill Ltd in association with Mott MacDonald Ltd, 2009, 3rd draft Irrigation Design Manual, Afghanistan, EC fund

11. His Majesty’s Government of Nepal, Department of Irrigation, Nepal, 1995, Project operation Plan for Sunsari Morang irrigation project, Nepal.

12. Bureau of draft Indian Standards, 2005, Barrages and Weirs – Operation and Maintenance Guidelines, DOC.WRD 22(341).

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ANNEX A: BASIN MAPS

Figure 30: Panj-Amu River Basin Map

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Figure 31: Taloqan River Sub Basin Map

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ANNEX B: MEW APPROVED STAFFING OF OPERATION AND MAINTENACE FOR KIS

Figure 32: MEW Approved Flowchart of Operation and Maintenance Staff for KIS

KIS Senior OfficerO&M Engineer

Grade 4

Gauge MenPol-e-BangiPol-e-ChogaPol-e-AlchenAll Grade 6

Construction / Civil EngineerCanal Maintenance

Grade 4

Mechanical Engineer

Watchmen 2 for Barrage2 for Canals

1 for CompoundAll grade 8

Support StaffOne

Grade 8

MechanicBarrage Gate Operator

Grade 7

MechanicCanal Gate Operator

Grade 7

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Team Leader / Senior Irrigation Engineer: He is overall in-charge of the O&M team and is responsible for all of the operation and maintenance activities undertaken by the O&M team. He works closely with Water Users Federation, Sub Federations and the Panj-Amu River Basin Agency and also sits on the River Basin Council. He is supported by a Mechanical and Civil Engineer plus inspections and gate operators. His main duties include:

1. Effectively managing the day-to-day operation and maintenance of the Scheme; 2. Providing leadership to and effectively managing the O&M team; 3. Overseeing and coordinating all O&M activities with the Water Users Federation (see

below), with regular weekly, or as otherwise agreed, meetings as necessary to ensure the smooth, efficient operation of the Scheme;

4. In conjunction with the Mechanical and Civil Engineers, preparing and agreeing annual/monthly O&M work plans for key staff and monitoring the scheme and staff performance against these plans;

5. Reviewing the hydrological and meteorological data maintained and analysed by the Civil/Hydraulic Engineer and developing river flow projections for the coming year;

6. Based on the above, developing, recommending and agreeing the water allocation plan for each season with the KIS WUF. Monitor and adjust the same as necessary in agreement with the WUF;

7. Provide monthly progress reports to the RBA. He reports to the Director of Panj-Amu River Basin Agency. Mechanical Engineer: This the key technical person responsible for all electro mechanical works of the barrage as well as the main canals. The electromechanical works include the gates, their hoisting mechanism, gear system, motor and generators etc. He is responsible for the operation and maintenance of the gates in the barrage and main canals in conjunction with the Hydraulic/Civil Engineer and the Chief Irrigation Engineer /Team Leader. He develops the plan for the gates opening/closing in the flood season, and for normal operations and rotational arrangements and oversees the same. He establishes an inspection and maintenance plan for all gates and monitors the same to ensure that all gates are properly maintained and correctly functioning at all times. He reports directly to the Senior Irrigation Engineer/Team Leader. Civil / Hydraulic Engineer: He is the key technical person responsible for all civil works at the barrage and main canals, and for establishing and analysing hydrological and meteorological records. He assesses the water available in the river, makes a plan for water allocation and also rotation if the agreed water demand is less than the water available. He develops the routine inspection and maintenance plan for the barrage civil works, including the upstream and downstream guide banks and flood protection embankments and main canals. He also establishes emergency maintenance procedures and organises and directs such woks whenever necessary. He reports directly to the Senior Irrigation Engineer/Team Leader Gate Operators: There are two permanent gate operators for the barrage and the main canal head regulators during normal operations and 2 additional gate operators during the flood season. Gate operations in the main canals and off-takes will be the responsibility of the WUAs, supported as necessary by the inspectors and engineers. The main gate operators are responsible for gate operations at the barrage and the head regulators in the main canals. They are responsible for ensuring that the gates are operated in accordance with the agreed schedules to (a) ensure that upstream pond levels are maintained at 521 masl, (b) silt build up upstream of the gates is minimised by regular flushing operations and (c) that minimum

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downstream river flows are maintained. During the flood season, usually from April through to June each year, the gate operators should monitor the water level hourly and report to the mechanical engineer and adjust the gates as directed. They are also responsible for routine, daily maintenance of the gates such as clearing debris, servicing, greasing, minor desilting etc. Because of the critical nature of the gate operations, especially during the flood season, the operators should live adjacent to their working locations. They report to the Mechanical Engineer Main Canal Inspectors / Technicians: One Inspector is proposed for the Right Bank canal and two for the Left Bank canal. They must be mobile and able to inspect the canal reach allocated to them on a daily basis. They are responsible for checking all gate settings and operations to ensure that they are correctly adjusted and being operated correctly and also for inspecting the canal civil works to ensure that they are in good order and not in danger of being damaged by adjacent channels or other water courses creating uncontrolled discharges over the canal embankments or by any other works. Routine matters should be reported on a daily basis, whilst emergency situations, whereby there is an imminent threat to the canal infrastructure, should be reported to the senior engineer immediately by mobile phone or radio so that preventative action can be initiated and/or emergency repairs undertaken to mitigate potential wider damage to the scheme. The Inspectors report to the Civil/Hydraulic Engineer who shall be responsible for coordinating matters relating to gate operations with the Mechanical Engineer. Flood Monitors / Gauge Reader: One permanent gauge reader is proposed based at Puil-i-Chuga with additional, temporary seasonal monitors stationed at 20 km upstream of the barrage on the Takhar and Bangi rivers during the flood season. They should be equipped with mobile phones and observe the flood level on an hourly basis during floods and report to the technical staff at the barrage. The Gauge Readers report directly to the Civil/Hydraulic Engineer Labourers: A total of 5 seasonal labourers are proposed to cover routine seasonal maintenance and any relatively simple emergency works that may become necessary. Whilst they may be allocated to best suit the prevailing maintenance needs, it is anticipated that 2 would be allocated to the barrage, 2 allocated to the Left Bank canal and 1 to the Right Bank canal. Additional labour can be hired in as and when required to meet emergency or other unexpected needs. The Labourers report directly to the Inspectors in the case of the Left and Right bank canals and to the Gate operators in the case of the barrage.

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Figure 33: Water User Organisations Setup at Different Levels for KIS

Water Users Group (WUG): it is proposed that one WUG be formed in each tertiary canal level and the farmers elect / select one representative from their respective command area, which is served by the tertiary canal. Should a tertiary canal be found to be too large for a single WUG, then additional WUGs can be formed, as may be agreed amongst the users. Water Users Association (WUA): there is one WUA for each secondary canal, making a total of 15 WUAs in the scheme, 10 WUAs are on the left bank canal and 5 WUAs on the right bank canal. The Naqi secondary canal has two WUAs, as it is divided into Naqi Khanabad and Naqi Kunduz. The membership of each WUA will comprise the Chairman from each WUG plus selected members from the secondary canal, including the Mirabs. Each WUA appoints or elects a chairman, vice chairman, secretary, treasurer, mirabs and representative from other stakeholders, as necessary. Each WUA is responsible for the operation and maintenance of the relevant secondary and tertiary canals and field channels, including operating the main off-take gates and, if necessary the appropriate cross regulator in the main canal, if so agreed with the MEW O&M team. At the time of preparing this manual, the establishment and registration of WUAs is on-going Water Users Sub Federation (WUSF): in order to manage the 17.8 km left and 8 km right bank canal users interests, it is proposed that there will be one WUSF covering each main canal. The members of the WUSF will be the Chairmen from each WUA of secondary canal level. They will be responsible for coordinating the activities of each WUA, most especially in respect of water rights and actual withdrawals and resolving any issues that arise. They will also work closely with the MEW O&M team. Water Users Federation (WUF): this comprises the members of the Left and Right Bank WUSFS. The WUF will have overall responsibility for agreeing on the water allocation between the Left and Right Banks and minimum downstream discharge from time to time and for resolving any water conflict issues that may arise on the Khanabad Irrigation Scheme. WUF desires must be respected and its decisions must be implemented by all Mirabs, WUSF, WUAs, WUGs and farmers in the command area. WUF works closely with the O&M team and WUF members are represented on the River Basin Council.

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ANNEX C: LAYOUT AND FLOW DIAGRAM OF KIS

Figure 34: Khanabad Irrigation Scheme (KIS) Layout

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Figure 35: Schematic Flow Diagram of Khanabad Irrigation Scheme (KIS) Combined with Spinzar Hydro Power

1.25% 392 ha 25% 7874 ha 26% 8159 ha 5.86% 1837 ha 5.88% 1844 ha 7.20% 2258 ha 11.24% 3522 ha 12.23% 3832 ha

78.62 m 3/s 77.7 m 3/s 57.9 m 3/s 37.4 m 3/s 32.8 m 3/s 28.2 m 3/s 22.5m 3/s 13.7m 3/s

4 km 4.1 m 3/s

5.18% 1625.00

2.64 km 3.07 km 4.56 km 5.48 km 7.03 km 9.74 km 12.27 km 14.88 km 17.625 km

Silt

98.62 m3/s 31343 ha

20 m3/s

Width

Under sluice Flow

Spillw ay bays

Design Flood

12 m 3/s 3981 ha

6.15% 245 ha

2 m3/s

3.64 km 4.07 km 4.33 km 6.29 km 7.97 km

10 m3/s 2.64km 9.88 m3/s 9.28 m3/s 4.32 m3/s 3.64 m3/s 3.03 m3/s 30.32% 1207 ha

Head Regulator

1.03% 41 ha 6.00% 239 ha 49.71% 1979 ha 6.78% 270 ha

1.20 115 ha

Head Regulator

Head Regulator

Buin

Branch No 6 Branch No 7 Branch No 8

Choqor QishlaqKobai Quchi

Head RegulatorHead Regulator

Jangle Bashi

Branch No 4 Branch No 5

Head Regulator

Qoshtepa

Branch No 2 Branch No 3

Khoja Boloq

Head Regulator Head Regulator

Gawkush Naqi

Head Regulator

Right Bank Main Canal

BARRAGE

Left Bank Main Canal

2.5

Intake H/R- 2 bays.

161.5 m

4 Nos

9 nos

1500 m3/s

Intake H/R- 4 bays.

Sarai Qishlaq

Branch No 4

Kadogan

Sahak Farmers Canal

156 ha

Head Regulator

Branch No 1

Pipe Offtakes Pipe Offtakes

2.75 km Branch No 9

Kanum

Pipe Offtakes Pipe Offtakes Pipe Offtakes Pipe Offtakes Pipe OfftakesEjector

Left Bank Main Canal Left Bank Main Canal

Pipe Offtakes

Silt

Pipe Offtakes Pipe Offtakes Pipe Offtakes Pipe Offtakes Branch No 5

Escape

Excluder

Spinzar Pow er Canal

Hydro Power Station

9.36

Hydro Power Station Surplus Escape-Regulator

Branch No 2

Kohna Qala Basos

Branch No 3

Flour Mill

Branch No 1

Afta Boloq

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ANNEX D: DISCHARGE DATA

Table 20: Distribution of River Discharge at the Barrage (m

3/s)

River Left SE

Left MC

Left Intake

LB under sluice Barrage Spillways RB under sluice

Right Intake

RBMC Right SE Up Do

wn Sluice

Sluice

Sluice

Spillway

Spillway

Spillway

Spillway

Spillway

Spillway

Spillway

Spillway

Spillway

1 2 3 4 5 6 7 8 9 10 11 12 13

20 3 0 15 15 2 1 2 2 0

25 3 0 19.5 19.5 2 1 2.5 2.5 0

50 5 1 40 41 3 1 5 5 0

75 10 2 58 60 5 2 8 7 1

100 15 6 75 81 5 2 12 10 2

125 37 20 78 98 10 5 12 10 2

150 62 20 78 98 15 15 10 12 10 2

175 87 20 78 98 15 20 20 10 12 10 2

200 112 20 78 98 15 38 25 12 12 10 2

225 137 20 78 98 16 37 37 4 4 17 12 10 2

250 162 20 78 98 16 37 37 15 15 20 12 10 2

275 187 20 78 98 16 37 37 26 19 30 12 10 2

300 212 20 78 98 16 37 37 36 36 28 12 10 2

325 237 20 78 98 16 37 37 37 3 3 3 3 3 3 2 37 31 12 10 2

350 262 20 78 98 16 37 37 37 6 6 6 6 6 6 5 37 35 12 10 2

375 287 20 78 98 16 37 37 37 9 9 9 9 9 9 9 37 38 12 10 2

400 312 20 78 98 16 37 37 37 13 13 13 13 13 13 10 37 38 12 10 2

425 412 3 11 14 16 37 37 37 30 30 30 30 30 30 34 37 31 2 2 0

500 487 3 11 14 37 37 37 37 37 37 37 37 37 37 40 37 37 2 2 0

550 537 3 11 14 41 41 41 41 41 41 41 41 41 41 42 41 41 2 2 0

600 587 3 11 14 45 45 45 45 45 45 45 44 45 45 45 45 45 2 2 0

Note: SE- Silt Ejector, MC – Main Canal Bge Spill – Barrage Spillway

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Figure 36: Barrage Under Sluice Gates Discharge for Different Gates Openings

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Figure 37: Barrage Spillways Gates Discharge for Different Gate Openings

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Figure 38 Left Bank Head Regulator Discharge for Different d/s Water Level and Different Gate Openings

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Figure 39: Right Bank Head Regulator Discharge for Different d/s Water Level and Different Gate Openings

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ANNEX E: IRRIGATION BLOCK ROTATIONAL SYSTEM

By way of example for rotational flows in the irrigation scheme, it is assumed that the whole of the command area can be divided into two (A, B) three (A, B, C) or four (A, B, C, D) roughly equal sized blocks for operating the rotation system. As per the water requirement and water available in the river, these blocks systems can be chosen. When the water requirement or the water demand needs more than four blocks, then resizing of command area is necessary. But the water is only given six days out of seven and one day is kept for make-up time for closure of intake due to flood, or maintenance work (desilting, closing breaches etc.)

i. Two block system – Blocks A and B If the water in the river is about 50% of the design discharge, we can follow this two blocks system. However, the rotation is done on a weekly basis. Here, all the secondary canals are run continuously and rotation is done in tertiary canals.

a. Block receives water every alternative week.

Week Blocks

A B

1 X When water available is about 50%

2 X

Note: The Block which gets water is denoted by ‘X’

ii. Three block system – Blocks A B C

If the water in the river is about 33% or 66% of the designed discharge, we can follow the three block system. However, rotation is done on a weekly basis. If the water in the river is 33%, then each block will receive water after every two weeks for one week duration. If the water in the river is 66%, then each block will receive water for two weeks, after 1 week rotation.

a. When two Blocks receive water after every week

Week Blocks

A B C

1 X X

2 X X when water available is about 66%

3 X X

b. When one block receives water after every 2 weeks

Week Blocks

A B C

1 X


3 X

iii. Four block rotation – Blocks A B C D

If the water in the river is about 25%, 50% or 75% of the design discharge, this four block rotation system can be applied. But if the water falls below than 25%, then resizing of the command area or the cropping pattern and cropped area has to be followed.

Week Blocks

A B C D

1 X

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3 X

4 X

Week Blocks

A B C D

1 X X

2 X X when water available is about 50%

3 X X

4 X X

It is similar to the two block system.

Week Blocks

A B C D

1 X X X

2 X X X When water available is about 75%

3 X X X

4 X X X

However, it can also be used with block rotation on a daily basis, as per the demand by the farmers as follows:

i. Three block system – Blocks A B C If the water in the river is about 33% or 66% of the designed discharge, we can follow the three block system. However, rotation is done on a daily basis in a week and 1 day is left for makeup time for flood maintenance work. If the water in the river is 33% or 66% then we have rotation as follows: Blocks receive water 4 days/week. Most of the farmers interviewed indicated that they preferred this system.

Days Blocks

A B C

Sat X X

Sun X X

Mon X X

Tue X X

Wed X X

Thur X X

Fri Balancing for flood and maintenance work

Blocks receive water 2 days/week. Most of the farmers were not in favour of this system.

Days Blocks

A B C

Sat X

Sun X

Mon X

Tue X

Wed X

Thur X


ii. Four block system – Blocks A B C D

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If the water in the river is about 25% or 50% or 75% of the designed discharge, we can follow the four block system. However, rotation is done on a daily basis in a week and 1 day is left for makeup time for flood maintenance work. Blocks receive water 3 days/week. Most of the farmers preferred this system.

Days Blocks

A B C D

Sat X X

Sun X X

Mon X X

Tue X X

Wed X X

Thur X X


Blocks receive water 1.5 days/week. Most of the farmers interviewed indicated that they did not like this system.

Days Blocks

A B C D

Sat X

Sun 0.5X 0.5X

Mon X

Tue X

Wed 0.5X 0.5X

Thur X


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ANNEX F: WATER ALLOCATION DATA

Figure 40: Water Allocation when water available is less than 25% of Design Discharge

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Figure 41: Water Allocation when water available is about 33% of Design Discharge

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Figure 42: Water Allocation when water available is about 50% if Design Discharge

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ANNEX G: ROLES AND RESPONSIBILITIES OF KEY ORGANISATIONS

1. Government Institutions

a. Supreme Council of Water Affairs Management (SCWAM) As its name suggests, the Supreme Council of Water Affairs Management is the overarching body responsible for directing and coordinating the development of the Nations water resources. It sets the high level policies, development strategies and approves supporting legislation necessary for effective exploitation of the countries water resources and also oversees and directs implementation by key ministries and other key players. The members of the Supreme Council are appointed by the President.

b. Ministry of Energy and Water (MEW) The Ministry of Energy and Water is charged with refining and implementing the policies and development strategies established by the Supreme Council. It is responsible for the overall planning, development and management of water resources in conjunction with other relevant institutions. This includes periodic reviews of prevailing legislation, policies and strategic development goals, (for subsequent ratification by the Supreme Council) reviewing and restructuring the Ministry organisational structures from time to time to make for more efficient and effective use and management of the Nations precious water resources and establishing legal instruments and bye-laws as necessary. As part of the on-going re-organisation process, the Ministry is restructuring their water resources management along river basin lines and is in the process of establishing new River Basin and Sub-Basin Agencies. These River Basin Agencies (RBAs) will have overall responsibility for managing the water resources within their respective river basins and, in particular, the operation and maintenance of existing irrigation schemes. The new overall organisational structure for MEW is shown in Annex B, Figure 33. Under the new Water Act, MEW is also responsible for establishing River Basin and Sub-Basin Councils and Water User Associations (WUAs) which form an integral part of the new water resource management structures.

c. Ministry of Agriculture, Irrigation and Livestock (MAIL) Whilst MEW has overall responsibility for managing the water resources and establishing the primary infrastructure for irrigation schemes, the Ministry of Agriculture, Irrigation and Livestock is responsible for setting irrigation standards and promoting improved agricultural practices, including optimising the use of irrigation water and different and better crop mixes. However, there appears to be some overlapping and duplication of responsibilities when it comes to irrigation projects, with MAIL also involved in rehabilitating irrigation works and establishing Irrigation Associations to manage smaller irrigation schemes. Although it is to be hoped that the formation of the new River Basin Agencies and Councils will be able to better coordinate such activities and more clearly define the respective roles and responsibilities of the key players, to avoid such duplication in the future.

d. River Basin Agencies and Councils As provided for under the new Water Act and in accordance with international integrated Water Resources Management (IWRM) principles, MEW is establishing five new River Basin Agencies and associated Councils across the Country to better manage the Nations water resources. The five river basins in Afghanistan are: The Panj-Amu River Basin, Northern River Basin, Kabul River Basin, Harirud Murghab (or Western) River Basin and Helmand River Basin.

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River Basin Agency: The RBA is responsible for implementing the national water policies and development strategies established by the Ministry and ratified by the Supreme Council. It has overall responsibility for planning, developing and managing the water resources within the respective river basin. Whilst this includes irrigation schemes, it also encompasses all aspects of water resource management, including: hydrology, river and dam engineering and flood control works to mitigate the impact of floods and droughts and thus make for more effective use of the river basin´s water resources, for the greater benefit of all users. At a management level, the RBA is also responsible for overseeing and coordinating activities of the various Sub-Basins. Its senior representatives are also permanent members of the River Basin Council, described below. Panj-Amu River Basin, which includes the Khanabad Irrigation Scheme, is shown in Annex A, Figure 31 and Figure 32. River Basin Council: The River Basin Council (RBC) will provide a broad based oversight, coordination and dispute resolution forum, whereby members can review the development plans and activities of the RBA, including any proposed tariffs or bye-laws, approve, or otherwise, the same and also assist with resolving any disputes that may arise from time to time between the involved parties. The Council comprises representatives of the water users, concerned central and local departments of line ministries and other relevant stakeholders in the river basins.

e. River Basin Agency and Council The roles and responsibilities of the River Sub Basin Agency (RSBA) and Council (RBSC) are similar to those of the RBA and RBC respectively as per their areas of jurisdiction, save that the RSBA has more direct “hands on” responsibility for implementing projects and operation and maintenance of schemes in particular.

f. Water Management Department (WMD) This Department is being integrated into the new River Basin Agencies and will be phased out over the next year.

g. Department of Agriculture, Irrigation and Livestock (DAIL) Under the Ministry of Agriculture, Irrigation and Livestock (MAIL there are general departments of Agriculture Affairs Management, Irrigation and Livestock, each headed by a Director General with supporting technical, administrative and accounts sections. Similarly in each province there is one DAIL which is headed by the provincial director with supporting technical, administrative and accounts sections, whilst at district level, there is a Department of Agriculture Affairs Management headed by an Agriculture Officer, supported with administrative and accounts sections. The duties of the DAIL are similar to those described above for MAIL.

h. MEW KIS Operation and Maintenance Team (O&M team) Whilst it was initially proposed that responsibility for KIS O&M should fall under the Taloqan Sub Basin, after further consideration of the logistical and social-cultural constraints inherent in such a proposal, the Ministry of Energy and Water decided that responsibility for the operation and maintenance of the Khanabad Irrigation Scheme, and indeed the lower Kunduz area, should rest with the River Basin Agency Head Quarters in Kunduz, as this is better placed and staff are more familiar with both the scheme and the key players. The Consultants endorse this decision. KIS O&M is discussed in detail in Section 3 below.

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2. Farmers Organisations The new Water Law provides that Water Users Associations (WUAs) and Irrigation Associations (IAs) can be established, and appropriate charters and by-laws formulated for their registration and management. Both MEW, through the new RBAs and RSBAs and MAIL provide support to enable the farmers to formally establish and register these bodies. In the case of larger schemes, covering a wider geographic area, such as KIS, it may be necessary to combine several WUAs to form Water User Federations Groups (WUFs). This tiered structure is described in more detail in Section 3 below, which addresses the specific organisational arrangement for KIS. 3. NGOs and other Organisations At the time of writing, there are numbers of NGOs working in the northern part of Afghanistan involved in social water management in irrigation schemes, community development, and in upper catchment environmental protection. These are summarised below. CONCERN: This is an Irish INGO working in upper catchment protection under the PARBP umbrella with EC funding. Projects include:

IDEAS (Integrated development for Environment and Sustainability) in 3 districts of Takhar province;

SMILE (Social Management for Integrated Livelihood and Environment);

SWIM (Social Water Integrated Management) in 13 canals in Takhar province. Mercy Corps: This is an American/British INGO working with EC/US Aid funding in different projects such as:

KIWI (Kunduz Integrated Water Initiatives) in Kunduz and Baghlan provinces;

CDP (Community Development Program) in 4 districts of Kunduz province. Afghan Aid: Is an Afghan / British INGO working in upper catchment protection under the PARBP umbrella with EC funding. Projects include:

UCRAM (Upper catchment Rehabilitation and Management) in Badakshan province. Agha Khan Foundation: Is working in different projects such as:

PMIS (Participatory Management for Irrigation System) in Takhar, Bamyan, Kunduz and Baghlan provinces providing support and capacity building to WUAs in irrigation canals with EC funding or using their own resources;

SMILE project with CONCERN German Agro Action (GAA): Is a German INGO working in IDEAS, SWIM and SMILE projects in Kunduz, Badakshan, Takhar and Baghlan provinces with EC funding. Solidarity: Is a French INGO working in upper catchment projects in Bamyan province with EC funding. There was also a Czech INGO working in an upper catchment project named PEEP (People Environment and Environment People), but they have withdrawn due to security concerns. The FAO are also involved in irrigation work though their Emergency Irrigation Rehabilitation Project.