Study on Effectiveness of Command Area Development in Pabna Irrigation and Rural Development Project

Study on Effectiveness of Command Area Development in Pabna Irrigation and Rural Development Project.

KAZI TOFAIL HOSSAIN

Department of Water Resources Engineering

BANGLADESH UNIVERSITY OF ENGINEERING AND TECHNOLOGY DHAKA

March, 2010

Study on Effectiveness of Command Area Development in Pabna Irrigation and Rural Development Project.

KAZI TOFAIL HOSSAIN

Department of Water Resources Engineering

BANGLADESH UNIVERSITY OF ENGINEERING AND TECHNOLOGY DHAKA

March, 2010

Study on Effectiveness of Command Area Development in Pabna Irrigation and Rural Development Project.

KAZI TOFAIL HOSSAIN Roll No. 040416044P

Department of Water Resources Engineering

BANGLADESH UNIVERSITY OF ENGINEERING AND TECHNOLOGY DHAKA

A project Submitted to the Department of Water Resources Engineering of Bangladesh University of Engineering and Technology, Dhaka In partial fulfillment of the requirement for the degree Of

MASTER OF ENGINEERING IN WATER RESOURCES

Department of Water Resources Engineering

BANGLADESH UNIVERSITY OF ENGINEERING AND TECHNOLOGY DHAKA

March, 2010

BANGLADESH UNIVERSITY OF ENGINEERING AND TECHNOLOGY DHAKA

Department of Water Resources Engineering

Certification of Project

This project work entitled Study on Effectiveness of Command Area Development in Pabna Irrigation and Rural Development Project submitted by Mr. Kazi Tofail Hossain, Roll No. 040416044P has been accepted as satisfactory in partial fulfillment of the requirements for the degree of Master of Engineering in Water Resources.

…………………………….. Professor M. Mirjahan Chairman Professor, Department of Water Resources Engineering, Bangladesh University of Engineering and Technology, Dhaka.

…………………………….. Dr. Md. Ataur Rahman Member Associate Professor, Department of Water Resources Engineering, Bangladesh University of Engineering and Technology, Dhaka.

…………………………….. H.S. Mozaddad Faruque Member Ex-Director General, (External) Bangladesh Water Development Board, Dhaka.

March 2010

CANDIDATE’S DECLARATION

It is hereby declared that this thesis or any part of it has not been submitted elsewhere for the award of any degree or diploma.

Signature of the Supervisor

…………………………….. Profrssor M. Mirjahan Professor, Department of Water Resources Engineering, Bangladesh University of Engineering and Technology, Dhaka.

Signature of the Candidate

…………………………….. Kazi Tofail Hossain

Acknowledgements

I express my gratitude to my supervisor Dr. M. Mirjahan, Professor, Department of Water Resources Engineering, Bangladesh University of Engineering and Technology, Dhaka for his drive, instigation and guidance. It was a great privilege for me to work with Dr. M. Mirjahan whose constant guidance and inspiration made this work a success.

I express my warm gratitude to the other members of the project committee, H.S. Mozaddad Faruque, former Director General, Bangladesh Water Development Board, and Dr. Ataur Rahman, Associate Professor, Department of Water Resources Engineering, Bangladesh University of Engineering and Technology, Dhaka for their valuable comments.

I sincerely express my special gratitude and thanks to the officials and consultants associated with BWDB’s CAD project, Water Management Unit for their help and cooperation at different stages of this study. I acknowledge the co-operation of Mr. Harun-Ur-Rashid, Executive Engineer, Pabna O&M division. I thankfully acknowledge the support of my colleagues Md. Mahfuzur Rahman and Jannatun Nahar

Last but not the least I sincerely appreciate and thank my beloved wife Gulnar Begum, daughter Prachi and son Arnob for their perseverance, help and constant encouragement and support during this study.

Kazi Tofail Hossain

Table of Contents

Chapter 1: Introduction

1.1 General ……………………………………………………………………………….7 1.2 Objectives ……………………………………………………………………………10

Chapter 2: Pabna Irrigation and Rural Development Project

2.1 Introduction ……………………………………………………………………….11 2.2 Background and Objectives ……………………………………………………… 11 2.3. Project Infrastructure …………………………………………………………………15 2.4. Communication Structures ……………………………………………………………17 2.5. Operation and Maintenance …………………………………………………………..18 2.6. Field Irrigation and Water Management Status ………………………………………19 2.7. Command Area Development Project (CADP) ………………………………………19

Chapter 3: Methodology

3.1 Introduction ………………………………………………………………………………25 3.2 Assessment of WMCSs Performance …………………………………………………....25 3.3. Impact of Command Area Development Program (CADP) …………………………….25 3.3.1 Hydraulic Indicators ………………………………………………………………….. 28 3.3.2. Agricultural Indicators ……………………………………………………………….. 28 3.4. Condition of canals and structures …………………………………………………….. 29

Chapter 4: Results and Discussion

4.1 Performance of Water Management Cooperative Societies ……………………………..26 4.2. Impact of CADP on Project Performance ………………………………………………33 4.3 Conditions of canals and structures …………………………………………………….. 43

Chapter 5: Conclusions and recommendations

5.1 Conclusions ………………………………………………………………………… 52 5.2 Recommendations …………………………………………………………………. 55

References ……………………………………………………………………………. 56

List of Tables

Page No. Table 2.1 Physical features of Pabna IRD Project 10 Table 2.2 Irrigation structures in PIRDP 15 27 Table 4.1: Registration, membership status and election of executive member of selected WMCSs. Table 4.2: Summary of the training program implemented under CADP 28 Table 4.3: Farmer’s participation in excavation and maintenance of field 29 channels in PIRDP Table 4.4 Performance of WMCSs on operation and maintenance of turnouts 31 Table 4.5: Performance of WMCSs on irrigation service charge collection 33 and conflict resolution in PIRDP Table 4.6: Relative Water Supply (RWS) for pre (1996-97) and post (2004- 35 05) CADP in PIRDP Table 4.7: Irrigated area coverage 40 Table 4.8: Irrigation service charge collection in PIRDP from 2001-02 to 43 2007-08 Table 4.9: Present status of infrastructure project 50

List of Figures

Page no. Fig. 2.1 View of Bera Pump House in PIRDP 11 Fig. 2.2 Irrigation canal system of PIRDP 13 Fig. 2.3 A view head regulator in PIRDP 15 Fig. 2.4 A view of unlined canal in PIRDP 16 Fig. 2.5 A view of lined canal in PIRDP 16

Figure 4.1: Pre and Post CADP water level and FSL for Canal I3 37

Figure 4.2: Pre and Post CADP water level and FSL for Canal I3S2 37

Figure 4.3: Pre and Post CADP water level and FSL for Canal I3S19 38 Fig.4.4: Target and actual Irrigated Areas in PIRDP from 1996-97(benchmark year) to 38 2007-08 Fig. 4.5: Target and actual production of HYV Boro rice in PIRDP from the 39 benchmark year (1996-97) to 2007-08

Fig. 4.6: Comparisons of cross-sections between existing and design for I3S1 Canal 39

Fig. 4.7: Comparisons of Long-sections between existing and design for I3S1 Canal 40

Figure: 4.8 Comparison of cross-sections between existing and design for I3S8 canal 41

Figure: 4.9 Comparison of long sections between existing and design for I3S8 canal 42

Figure: 4.10 Comparison of cross-sections between existing and design for I3S12 canal 45

Figure: 4.11 Comparison of Long-sections between existing and design for I3S12 canal 45

Figure: 4.12 Comparison of cross-sections between existing and design for I3S14 canal 46

Figure: 4.13 Comparison of long sections between existing and design for I3S14 canal 46

Figure: 4.14 Comparison of cross-sections between existing and design for I3S19 canal 47

Figure: 4.15 Comparison of long sections between existing and design for I3S19 canal 47 Fig. 4.16: Damaged head wall 51 Fig. 4.17: A damaged field channel 51 Fig. 4.18: Stairs in the slope 51 Fig. 4.19: Tin shed structures on the bed 51 Fig. 4.20: Damage in canal lining 52 Fig. 4.21: Breach through canal dyke 52

ABBREVIATIONS

ADB Asian Development Bank BWDB Bangladesh Water Development Board BUET Bangladesh University of Engineering and Technology CAD Command Area Development CADP Command Area Development project FAO Food and Agriculture Organization FCD Flood Control and Drainage FCDI Flood Control and Drainage Improvement and Irrigation GOB Government of Bangladesh GPWM Guidelines for Participatory Water Management Ha Hactare HYV High Yielding Varieties IAP Irrigated Area Performance IWM Institute of Water Modeling LGED Local Government Engineering Department MDIP Meghna Dhonagoda Irrigation Project MoWR Ministry of Water Resources NGO Non-Government Organization NWPs National Water Policy O&M Operation and Maintenance PIRDP Pabna Irrigation and Rural Development Project PWM Participatory Water Management RWS Relative Water Supply SDE Sub-Divisional Engineer WLR Water level Ratio WMA Water Management Association WMF Water Management Federation WMG Water Management Group WMO Water Management Organization WMS Water Management Syatem WUA Water Users Association WUC Water Users Committee WUG Water Users Group XEN Executive Engineer

Abstract

Command Area Development Project in PIRDP was implemented during the financial years 1996-97 to 2002- 03. In this study the effectiveness of Command Area Development Project (CADP) was investigated. Hydraulic, agricultural and institutional aspects were considered for this purpose. The impacts of CADP on the performance of the project were assessed by comparing the values of selected indicators for the post and pre conditions of CADP considering all the factors mentioned above. The hydraulic indicators were used to compare the relative water supply and water level for some selected canals under pre (1997) and post (2007) CADP condition. The agricultural indictors directly reflect irrigated agricultural system. Irrigated area, yield and production have been used as agricultural indicators.

The dyke of the main canal was not sufficiently strong. Therefore, FSL could not be maintained. Existing drainage canals were mostly used as irrigation canal in the project, which were not in accordance with the design cross section. This makes the main as well as the secondary canals hydraulically inefficient. Moreover, gradient of secondary canals are irregular, some times even reverse which reduced design velocity and hindered water level to reach FSL. A further constraint to the efficient operation of the system is the shortage of control regulators. All these make the CAD project ineffective. Beside the structural defaults water management was not properly practiced. To achieve better water management Water Users Groups were formed in CAD Project. However, the attempt was not very much effective due to internal conflict, leadership crisis, improper guidance from the department and lack of trust.

Beside, improved water management, some structural development are required. At some places, raising of main canal dyke as well as re-sectioning of some secondary canals are necessary to ensure smooth flow of irrigation water through gravity. Moreover, at some places, new turnouts and field channels need to be constructed so that irrigation water reaches land at higher elevations. Infrastructure development and proper O&M of the project can make CADP effective. Active participation of water management organization can take the project long way to be a successful one.

Chapter 1

Introduction

1.1 General

Bangladesh is a densely populated country with 140 million people. Topographically it is a low-lying delta formed by alluvial sediment carried by hundreds of rivers flowing over the country. Agriculture plays the first and foremost role in the national economy of this country. The country has vast low farming lands on the flood plain of rivers. Flood and others water related natural hazards are very common phenomenon. Primitive agricultural system is still practiced. That is why improvement of water management is vitally important for flood control, drainage and improved irrigation facility. Since the time memorial people of Bangladesh especially farmers have been utilizing ground water, surface water and rainwater for the cultivation of their lands with the systems they invented individually. All of these traditional systems are very low cost. Beside these traditional systems of irrigation Government has taken some Flood Control, Drainage and Irrigation (FCDI) projects. However, where the national FCDI projects have not been reached, people are using various traditional sources of water for irrigation. With the growing population food demand has increased. By following the traditional system of irrigation, people can somehow full-fill their own demand but can not yield sufficient crop. Therefore, improved water management system is very much important for the nation to grow sufficient food grain in order to meet up the demand of the people.

Therefore, there is no other alternative to improve the water management. Water sector in Bangladesh have been studied in various ways. From many of the studies on water-sector in Bangladesh it can be clearly concluded that the mission was not fully achieved, in same cases not even partially. The expected output of FCDI system has not been fully immaterialized. So many factors are responsible for the failure of those projects. Among them the most important factor is the absence of people’s participation..

1 Now a day’s Government of Bangladesh is in full of commitment for the participatory development and management of FCDI system. There were so many FCDI projects operated and maintained in joint collaboration by the government and the project beneficiaries. Some of these projects ran very well but others failed to reach the goal due to reluctance and inactiveness of the project beneficiaries. Since BWDB is in the key position to develop and manage the water resources, they are now more attentive to ensure people’s participation following the Guidelines for Participatory Water Management (GPWM)(MoWR,2001). Participatory approach of water management following GPWM has been applied in some BWDB projects like Meghna Dhonagoda Irrigation Project (MDIP), Teesta Irrigation Project (TIP) and Pabna Irrigation and Rural Development Project (PIRDP).

The economy of Bangladesh largely depends on agricultural development. Irrigation development is accepted and recognized as an important factor for increasing agricultural production. With increasing population and demand for food, sustainable water management the prime need for agricultural sector in Bangladesh. Bangladesh Government has put maximum emphasis on development of water resources to boost up agricultural production to meet ever increasing food demand and to attain self-sufficiency in food. With limited freshwater and land resources, and increasing competition for these resources, irrigated agriculture must improve utilizing all these resources. Water can no longer be considered a totally free resource, and plans must be developed for its efficient use through better management that preserve everybody’s access to it and interest in its development especially in case of Flood control, Drainage and Irrigation (FCDI) systems (Faruque and Choudhry, 1996). The management of FCDI project is, therefore, one of the prime objectives in a land like Bangladesh where agriculture consists of about 60 % of the land use and the majority of the population lives near or on floodplains.

Studies and evaluations of some of the completed water development projects having flood control, drainage and irrigation components show that most of these projects could not derive expected result due to several reasons. The service expected from different project interventions have deteriorated and in some case these are totally inoperative. Thus the aim of

2 the projects has not been fulfilled (MPO, 1991; FPCO, 1992). The major causes for such failures may be summarized as follows: • Non participation of the beneficiaries in the project planning, design, construction and particularly operation and maintenance of the project. • Inadequate fund for regular operation and maintenance and lack of co-ordination between different government and non-government organizations. • Inadequate credit facilities and lack of proper institution building.

Water resources management is critically important for Bangladesh’s agriculture, which faces the challenges inherent in intensifying agriculture and maintaining self-sufficiency in food grains. Access to water and its effective management for agricultural production is fundamental to the livelihood of the rural population. To address this issue, the national water policy (NWP) sets new paradigms for the water sector that include participatory, integrated, and decentralized water management throughout the planning, implementation, and operation and maintenance (O&M) stages of developing water resources infrastructure (MoWR, 1999).

The Pabna Irrigation and Rural Development Project (PIRDP) completed in 1992, has a potential command area of 18870 ha out of a gross area of 28,900 ha. The objectives of the project were to increase agricultural production, to increase employment opportunity and to improve living conditions of the population. The project facilities were 160 km of flood embankment, 209 km of irrigation canals, 145 km of drainage channels, 2 Pump Stations and 420 hydraulic structures. After completion of the project, only 8-10% area received water supplies and the area was declining over the years due to inadequate development of command area, deterioration of system infrastructure due to inadequate maintenance and insufficient beneficiary participation in the system operation and maintenance (BWDB, 2003). In this situation, a Command Area Development Project (CADP) was undertaken in 1995.

The objective of the CADP was to bring about sustainable increase in Rabi season agricultural production (Boro rice) by realizing the full potential of the irrigated areas. The project was

3 designed to develop and improve on farm and other irrigation facilities for efficient water supply within the command area of the PIRDP and to establish water management organizations. The project was completed in 2003. The CADP includes re-excavation of 30 km of main, 90 km of secondary and 142 km of tertiary irrigation canals and 50 km of drainage canals; lining of 2 km of tertiary canals; construction of 15 regulators; rehabilitation of 30 old regulators; rehabilitation of 618 existing turnouts and construction of 225 new turnouts (BWDB, 2003).

Data from BME unit reveal that only 45% and 13% of design irrigable area could be achieved during the Boro seasons of 2004-05 and 2005-06. With declination of irrigated area, the targeted production of Boro rice decreased tremendously. Therefore, the present study has been taken up with the aims to find out the real causes of declination of targeted irrigable area and non fulfillment of target of Boro production.

1.2 Objectives

The aim of this study is to investigate into the root causes of failure of command area development project to improve the project performance. The specific objectives are: a) to assess the impacts of CADP on the performance of the project in terms of irrigation water supply, irrigated area, agricultural production, irrigation service charge collection b) To identify technical and institutional factors affecting the effectiveness of CADP.

4 Chapter 2

Description of the project

2.1 Introduction The Pabna Irrigation and Rural Development Project is a FCDI project of the Bangladesh Water Development Board. The major components of the project are flood embankments, pump-houses, irrigation and drainage canals and water control structures. The implementation of the project started in 1970-71 and completed in 1992 under ADB financing amounting to US$ 116 million. The project was taken up to mitigate flood damage through provision of physical facilities along with stable supply of irrigation water and its efficient management. The project was given due priority by GOB in view of its potential contribution to increase food grain production and the resultant higher income, output and employment opportunities.

2.2 Background and Objectives The Pabna Irrigation and Rural Development Project is located in the Ganges-Jamuna flood plains at the confluence of two mighty rivers, the Ganges and the Jamuna(the Brahmaputra) covering gross flood control area of 1,84,600 ha. The project was first identified by the Government as part of a national master plan in the 1960s, and a feasibility level study was subsequently completed by Sanyu Consultants International of Japan and Associated Architects and Engineers Ltd., Dhaka in 1970. Implementation of the project started in 1970- 71. But due to non-availability of sufficient fund, progress of works was slow upto1976-77. Since the project is large, it was agreed in a tripartite discussion between the ADB, GOB and ADC in May 1978 that the project will be implemented in two Phases. In Phase-I, it was proposed to provide flood protection and drainage improvement for the entire area and to implement comprehensive irrigation and rural development to about 28,900 ha in the north- east part of the area covering Bera, Santhia, and Sujanagar thanas of Pabna district. The irrigation system was completed in 1991-92, has a potential command area of 18870 ha out of a gross area of 28,900 ha. The objectives of the project were to increase agricultural

5 production, create employment opportunities and improve living standards in a depressed and neglected, badly flooded, food-deficient area.

Location The Pabna IRD project is located at about 128Km north-west of Dhaka, and lies between the latitudes 23˚50’ to 24˚20’ and longitudes 89˚00’ to 89˚40’ approximately and is bounded by the Baral-Hurasagar river on the north, the Ganges river on the south, the Jamuna river on the east and Bangladesh Railway from Hardinge Bridge to Abdullapur on the west. The project area is composed of eight upazila i,e Pabna Sadar, Ishurdi, Sujanagar, Faridpur, Bera, Chatmohar, Santhia and Atgharia of Pabna district and two upazila i,e Lalpur and Baraigram of Rajshahi district.

Topography The land slopes, in general, from Northwest to southeast in the project area. This slope, however, is not uniform in any particular area, because high-elevated land is located along the banks of internal rivers with slope towards the depressions and beels which exist in between. The project area has a complex topography due to many local depressions or beels connected with external rivers and a network of internal river, channels and khals.

The land, west to the project area is comparatively high with elevation above 12.20m PWD and the project area slopes gradually towards the Jamuna. The lowest area with elevation below 6.0m PWD lies in the southeastern part of the project.

Soils The soils of the project area are composed of recent and sub-recent sediments of Quarternary age deposited by the Ganges. More than 99% of the project area consists of Gangetic alluvium soil, which can be distinguished easily by its high lime content.

The levee soils of the Ganges flood plain are calcareous and moderately alkaline through the entire profile. The colour of the soils varies from olive-grey to olive-brown. The levee soils

6 are comparatively lighter than the basin soils in texture. The basin soils are composed of firm clay and leached free lime up to 65cm from the surface. These soils are usually gray to dark gray in colour. The soils are mostly rich in calcium, magnesium and potassium. They also contain free calcium carbonate that is important for formation of favorable soil structure.

Climate The area experiences a tropical monsoon climate pattern with three distinct seasons i,e Summer(March to May), Monsoon(June to October) and Winter(November to February). In the summer, the weather is hottest and the mean temperature is 26˚C while the maximum temperature exceeds 40˚C and about 10 to 15% of 1470mm mean annual rainfall falls in this period.

In the monsoon season, the mean temperature is usually 28˚C and seldom exceeds 38˚C and about 80% of the annual mean rainfall occurs during this five months. The humidity is very high and at times exceeds 87% during these months.

During the winter season, the weather is dry and pleasant. The average temperature is around 21˚C. The amount of rainfall during this period is almost negligible. The average humidity is about 68%.

Rivers and Hydrology The project area lies at the confluence of two mighty rivers, the Ganges and the Jamuna. Besides there are quite number of internal rivers and khals, which are presently connected directly or indirectly with the main rivers with controlled, flow through the existing regulators. The Brahmaputra-Jamuna River: The Brahmaputra-Jamuna is one of the largest rivers in the world traversing through China, India and Bangladesh. The river has a total length of about 2800 km but it flows only about 250 km within Bangladesh before reaching the confluence with the Ganges near Goalundo. The average discharge is 5,570 m3/sec in the

7 months from December to April. The driest month of the year is February when the average flow is 4,130 m3/sec. The water surface slope of the river is about 7cm/km.

The Ganges River: The Ganges, the second largest river of Bangladesh rises near the Tibet- Indian borders, then flows south-eastern across India to Bangladesh. The total length of the river is about 2575 km and the average annual flow is about 11600m3/sec. The discharge varies from a minimum of 1000 m3/sec to a maximum of 70000 m3/sec with a dominant discharge of about 38000 m3/sec. The dry period discharge decreased from 2250 m3/sec before 1975 to only 650 m3/sec after 1975. Water surface slope of the river is about 5cm/km.

The Baral-Nandakuja-Gumani-Hurasagar River: The Baral-Nandakuja-Gumani- Hurasagar river flows along the northern periphery of the project. The Baral is a spill channel of the Ganges originates at Charghat, south of Rajshahi and bifurcates at Atghari taking the name of Nandakuja-Gumani and Baral river. The Baral river from Atghari is now hydraulically a dead channel at most of its length at upper reaches. As such the Baral- Nandakuja-Gumani river is now the main river. Nandakuja-Gumani river starts flowing in parallel with Baral river (dead channel) and is also inter connected with each other. Near Dohakoladanga, Gumani river meets Baral river and flow eastwards as Baral river. At Baghabari, Baral river receives the discharges of Gohala river and Karatoya river and then flows towards Jamuna river passing through Bera as Hurasagar river. The Baral-Nandakuja Gumani-Baral-Hurasagar river, in fact, is a collecting channel for most of the surface run-off of the northern districts. The flow direction, in general, is from Charghat to Baghabari but is reverse due to back flow from the Jamuna river during the rising period of flood water. The maximum river stage of Baral-Hurasagar river recorded at Baghabari is 12.33 m PWD on 2.9.1998

Crops Due to flood control, drainage and irrigation facilities, the farmers in the project area practice diversified crops in all the three cropping seasons. In the rabi season (Nov-Feb) irrigation is provided mainly to boro crops. During this cropping season other crops like wheat, potato, onion, oilseeds, maize, and winter vegetables are also cultivated in considerable area of the

8 project. In kharif-I season (March-June), broadcasted Aush, transplanted Aush, chillies, jute, summer vegetables are major crops that are cultivated. In the kharif-II season (July-Oct), transplanted Aman and broadcast Aman cover almost entire of the project area. Perennial crops like sugarcane and fruits of different kinds also are grown in considerable area of the project.

2.3. Project Infrastructure The project facilities were created to increase the agricultural production and enhance rural development by providing irrigation, flood control, drainage benefits and communication improvement. Major physical features of the project are shown in Table 2.1(Source: Project completion report, 1993).

Table 2.1 Physical features of Pabna IRD Project

Item Physical Features (Before CADP in PIRDP) Quantity No. (km/no) 1. Flood Control Embankment 160.00 2. Irrigation Canals Main 42.25 Secondary 94.64 Tertiary 108.78 3. Drainage Canals Main 51.07 Laterals 77.65 4. Drainage regulator Across Embankment 17 Internal Drainage 6 5. Pumping Station 2 6. Navigation Lock 1 7. Irrigation Structures Head Regulators 56 Syphons 5 Aqueduct 2 Escape 3 Drop 3 Check 25 Turn Out 534 Tail Escape 16 8. Roads 38.93

9 9. Bridge/Culvert Truck Bridge 7 Foot Bridge 40 Pipe and Box Culvert 7

Flood Embankment 160 km flood embankment has been constructed for flood protection during the monsoon. The flood embankments have provided effective flood protection for the Project’s 185,000 ha since completion in 1987, withstanding the severe floods of 1987 and 1988.

Pumping Stations Two pumping stations, one for irrigation and drainage (Bera) and other for drainage (Kaitala) have been constructed under the Project. The Bera dual-purpose (drainage and irrigation) pump-house was completed in June 1992. The five equal Pumps installed in the Bera Pumping station are vertical shaft mixed flow Pumps. Only three out of five Pumps are required in the Peak period to irrigate 18,680 ha. Water from the river Hurasagar is pumped through Bera pump house and conveyed to the main and secondary canals of the project through gravity. This pump house and another pump house at Kaitala (on the bank of river Jamuna) drains out excess water from the project area during rainy season. Kaitola pump house was completed in July 1990 and began operation in 1991. Figs 2.1 show the Bera pump house.

Fig. 2.1 View of Bera Pump House in PIRDP

10 Irrigation Canal system The irrigation canal system is formed by a network of existing canals consisting of main, secondary and tertiary canals for surface irrigation. The main canal (I3) utilizes the course of the former Ichamati River which originally functioned as a drain from Pabna to the present location of the Bera pumphouse. Dykes were constructed along the former river course to permit the water level in the canal to be raised above the ground level and allow gravity irrigation following the one-step lift at Bera. Irrigation canal system of PIRDP is shown in Fig. 2.2.

Irrigation Structures Major irrigation structures that exist in the system are head regulator, syphon, aqueduct, escape, check, drop and turnout. Secondary canals have controlling structures at their off- takes and at different locations of their length. The tertiary canals also have structures at their off-takes. Total numbers of irrigation structures are shown in Table 2.1

Drainage canals The total drainage area is divided into two drainage units, the Sutiakhali system (D3) and the Kageswari khal system (D2). Two pumping stations, Bera and Kaitala ensure drainage of the entire area together with a twelve-vent sluice that has been constructed next to each pump station. Bera pumping station pumps the water from the D3 into the Hurasagar river and Kaitala pumping station does the same from D2 into the Jamuna river.

2.4. Communication Structures The bank of the irrigation canal system provided facilities for the creation of network of roads communication in the project area. Thus bridges and culverts are constructed across the canals to link up different roads.

11 2.5. Operation and Maintenance The overall responsibility for operation and maintenance of the project lies with the Project Director or the Superintending Engineer, BWDB. There are three engineering divisions, and one agricultural extension unit under Superintending Engineer, Pabna O &M circle. One division office (mechanical) is for pump operation and other two division offices (civil) are for on-going operation and maintenance. Section officer at the lowest level is responsible only for making arrangement to get the water available to the tertiary canals and for operation and maintenance activities of canals under his jurisdiction. According to the organizational set-up the Agricultural Extension unit under the Directorate of Land and Water Use headed by Deputy Chief Extension officer works closely with the Project Director or the Superintending Engineer. Extension Overseers of this unit are working at the lowest level in the field. This unit is responsible for training and motivation of farmers about modern irrigation-farming methods and techniques, to extend information to the farmers about all relevant agricultural matters in relation to irrigation, to assist co-operatives in their functioning and to assist in the organization of water distribution at field channel.

BWDB (1998) has enlisted the following operation and maintenance problems in PIRDP. • Inadequate budget allocations and insufficient fund placement; • Inadequate training program both for farmers groups and staff of different agencies; • Lack of effective beneficiary participation; • Power shortage; The following steps were recommended by the project authority (BWDB, 1998) for the proper O & M of the project. • BWDB will be responsible for O & M of main canal; • Water user group will be organized by BWDB extension people; • Water user group will be responsible for O & M of field channels and on-farm water management; • PDB should take care of stable and dependable supply of electricity;

12 2.6. Field Irrigation and Water Management Status At the time of project design, the water carrying capacities of secondary canals were taken as 001.82 l/s/ha. Cross sections of secondary and tertiary canals had been based on this capacity. Main canal (I3) has a much larger capacity as it has been designed to supply larger area. With its long length and width, main canal acts as a kind of reservoir. Design FSL in the main canal was 11.30m PWD in the upstream part of the canal near the pump station. Due to weak canal dyke it was not possible to realize this FSL. The maximum achievable water level was 10.58 m PWD at the pump station (1999) not sufficient enough for irrigation. Many of the secondary canals utilize former watercourses, were flat and oversized. So water could not reach the tail ends. Again, the farmers of upstream divert more water than required. On the other hand, mid and tail enders do not get adequate water.

Irrigation facilities in the project area deteriorate due to inadequate maintenance and lack of beneficiary participation in the system operation and maintenance. Conveyance losses in both main and secondary canals were considerably high. The high conveyance losses caused serious difficulty in delivering water to remote fields.

2.7. Command Area Development Project (CADP)

With the gradual declining trend of irrigation coverage BWDB approached ADB for a study under technical assistance TA No 1830-BAN amounting USD 0.442 million. An investment project based on the feasibility study came up as the Command Area Development Project (CADP). The project was appraised by ADB in July 1995, loan agreement (Loan # 1399- BAN, SF) signed in November 1995 and the project brought under implementation during 1996. The project was scheduled for completion in 2001 but extended upto June 2003. The objective of the Command Area Development Project was to bring back land under cultivation as originally planned and assure sustainable measures in irrigated agricultural production by ensuring smooth irrigation facilities. The direct aim was to restore and where necessary to improve the flood control, drainage and irrigation facilities. The repair of the irrigation canal networks and development of adequate turnout areas form the important

13 intervention of CADP. Other important component of CADP was the formation of the Water Users Organization, as well as training of the BWDB staff to achieve sound O&M procedure. Among the main activities of CADP at PIRDP the following system rehabilitation works are listed in the completion report as the principal contributor to increase of irrigation coverage. Table 2.2: Works carried out under CADP Items of Work Quantity a) Canal re-sectioning - Main 30km - Secondary 230km b) New Structure Head Regulators 15 Turn-outs 225 Other Structures 87 Road crossing 30 c) Rehabilitated Structure Head Regulators 30 Turn-outs 618 Other Structures 13

Fig. 2.3 A view of head regulator in PIRDP

Fig. 2.4 A view of unlined canal in PIRDP Fig. 2.5 A view of lined canal in PIRDP

Institutional Intervention

The program of beneficiary participation was based on the principle of the people participation by forming groups to meet predetermined objectives related to the project.

Accordingly, based on the “Guidelines for the People Participation (GPP-1994), 4-tiers Water Users Organizations (Water Users Group, Water Users Committee, Water Users Association and Federation of Water Users) with member from beneficiary farmers only had been formed in the project area with specific responsibility of each tiers. After the “Guidelines for the Participatory Water Management (GPWM-2001) came in, the 4-tiers Water Users Organization was transformed and adapted during 2001 into a 3-tiers Water Management Organizations (WMG, WMA and WMF). Following these Guidelines in PIRDP 368 Water Management Groups (WMG), 6 Water Management Associations (WMA) and 1 Water Management Federation (WMF) has been formed.

To achieve better water management WUGs were formed in CAD Project. However, the attempt was not very much effective due to internal conflict, leadership crisis, improper guidance from the department and lack of trust. Initially formed WMGs were small in size and their operational area was also limited. When a farmer own land in different turnouts, he has to cooperate with various committees. Therefore, water management has become complicated. Absence of representative executive committee of WMC is another barrier to the

15 management. Moreover, these cooperatives were not operating properly by the laws and rules of cooperatives. Financial base of these committees were not strong due to lack of proper maintenance of financial issues. Therefore, these committees are incapable of good water management and maintenance of the irrigation canals.

During the execution of CADP serious erosion along the western bank of Jamuna threatened the existence of flood embankment of the project since late 1999. The ADB mission expressed their serious concern during field visit of PIRDP about its safety. Therefore, comprehensive implementation of Jamuna-Meghna River Erosion Mitigation project was taken within two ADB financed FCDI projects (PIRDP and MDIP) of BWDB. The objective of the project is to promote sustained economic growth, poverty reduction and secured livelihood in areas threatened by river erosion by establishing cost-effective and sustainable River bank Erosion Management System. The project also formulated the scope or component for institutional strengthening to establish and operate comprehensive river bank erosion management system and continue stakeholder’s institutions and participatory water management in the project. The CAD support was extended to a full level Command Area Development-Management and Turnover (CAD-M) component in the project from start of Part-B consultancy. The CAD-M component promotes the strengthening the co-operative institutions, increasing the command area and providing farmers with opportunity to achieve higher level of productivity. The main focus of CAD-M is to promote participatory water management through developing sustainable water management institutions and to turn over the responsibility of irrigation system management to WMCSs (ADB, 2008).

Under present Jamuna Meghna River Erosion Mitigation Project (JMREMP) the original 368 WUG are merged into 50 Water Management Co-operative Societies (WMCSs). In the mean time these 50 societies are formed and registrations are in the process under the guidance of CAD-M of Part-B consultancy of JMREMP. Depending on the performance of WMCS, WMA and WMF will be reformed. At present WMCS are liable to the executive engineer, Bera O&M Division. This should pave the way to have a significant change in the attitude and behaviors of the farmers as well as officers. It should be made clear to all that the

16 participation of beneficiaries-farmers is very much essential for irrigation rehabilitation and sustainability of project as they are one component of the system. For this purpose a strong and effective farmer organization is a prerequisite to have the active participation for successful implementation and long-term sustainability of the project. It is worth mentioning that the officers and staff of the project too should have an understanding that getting the farmers participation in all the stages of the project should be necessary for more effective project implementation, maintenance of canal system, and efficient water management which is the ultimate target of the project.

The newly formed WMCSs are responsible for identifying, implementation, monitoring of irrigation and drainage activities. They will supervise the activities like irrigation canal rehabilitation, dyke repair, turn-out, and fall board maintenance. These societies will raise fund from service charge and other seasonal income for the repair and maintenance works.

Training

The training program was implemented by NGO, BWDB and individual consultants. Project Management Consultants imparted on-the-job training during field works on community development, benefit monitoring, quality control and O&M activities.

The NGO named Seba Society was engaged in PIRDP. Primary responsibility was to train the farmers and other stakeholders, including women, in Water Management practices and O&M of project facilities and to develop sense of ownership among them. They started their activities in August, 1998 and completed the training program by June, 2001 under the supervision of Chief Water Management of BWDB. The modules of this training were as follows: i) Beneficiaries Participation; ii) Activities of WMGs for Water Management; iii) Water management at farm level; iv) Irrigation service charge; v) On farm Development; and vi) Women Participation for Development.

17 Intensive training program was taken-up under Chief Water Management of BWDB for beneficiaries on water Mmanagement, co-operative rules, operation and maintenance, LCS, irrigation service charge collection, updating of chawkbandi map, generalized O&M plans and small scale fisheries development, gender activities and environmental aspect. Training programs have been implemented in project areas, and also in Rural Development Academies, RDA Bogra and BARD Comilla.

Chapter 3

Methodology 3.1 Introduction

Many researchers have proposed different performance indicators to evaluate the performance of irrigation systems. The performance of CADP was evaluated using some selected indicators, such as hydraulic and agricultural. Hydraulic indicators deal with relative water supply and water level. Agricultural indicators deal with the irrigated area and crop production. To assess the performance of WMCSs organized under the Command Area Development-Management (CAD-M), some WMCSs were selected and their performance was assessed in terms of a set of indicators. Their registration status, membership, election of executive member, training, and participation in excavation and maintenance of field channel, operation and maintenance of turnouts and irrigation service change collection status were assessed through field studies. Questionnaires were prepared for systematic collection of data during the field study. In order to identify technical constraints necessary information was collected from concerned design office and through field visit. Present status of the irrigation structures were observed during the field investigation.

3.2 Data Collection Necessary data were collected from field visit, interview with WMCS executive members and from the register, kept at Bera Pump House.

• Water level and discharge were collected from the Bera Pump House register book. • Questionnaire was prepared prior to field visit and interview with local people. In the questionnaire, questions regarding registration, election of executive committee, membership of WMCS, male-female member ratio, participation in excavation and maintenance of field channel, operation and maintenance of turn-outs, irrigation service charge collection were given importance

19 • Agricultural data was collected from the local Agriculture Extension Office. Population and other data collected from Bureau of Statistics.

3.3 Assessment of WMCSs Performance A three-day (24-26 Feb, 09) field visit was made in PIRDP to study the functioning of seclected WMCSs. In PIRDP there are 50 WMCSs for on farm water management. Among them 15 WMCSs (which are about 30% of total) were selected for assessing their performance. Selection criteria for assessing the performance of WMCSs were: (i) to cover the whole project area (ii) easy communication (ii) registered/non registered. The following factors were considered to assess the performance of selected 15 WMCSs.

Registration, Membership of WMCSs and Election of Executive Committee The necessary information on registration status of WMCSs have been collected from the field office and through field visits. Following the Guidelines for Participatory Water Management (GPWM, 2001) registration of WMCSs has been done within the framework of the cooperative societies rules, 1987 as amended from time to time.

Information on present number of member for each selected WMCSs have been collected from field studies or interview with WMCSs president / secretary / member and from local field office. The necessary information on election of executive committee have been collected from WMCS’s president / secretary / member.

Training of WMCS Member According to CADP guidelines, all the WMCS’s members should receive training from the different agencies for the effective on-farm water management. Necessary information on this aspect has been collected from the concerned people.

20 Farmers Participation in Excavation and Maintenance of Field Channel According to CADP guidelines, farmers are fully responsible for maintaining their field channels. About farmers participation in excavation and maintenance of their field channel the following information have been collected from the concerned member of WMCS. • WMCS wise irrigable area for 2007-08 • Length of excavated field channel • Labor (person-day) required for excavation of field channels • Types of maintenance work done • Technical support received from BWDB for excavation and maintenance of their field channel.

Operation and Maintenance of Turnouts To know the role of WMCSs in operation and maintenance of turnouts and on-farm water management, the following information has been collected through field study. • Employment of turnout operator and his training • Types of maintenance work undertaken • Maintenance of register by turnout operator.

Irrigation service change collection For sustainable operation and maintenance of the project, irrigation service charge collection is one of the key factors. For this reason, the following information has been collected through the interviews with the farmers. • Target for irrigation service charge collection during the year 2007-08 for each selected WMCS; • Collection of irrigation service charge during the year 2007-08 for each selected WMCS; • During service charge collection any support received from BWDB; Service charge collection Ratio (FCR)

21 For sustainable operation and maintenance of the project service charge collection is very important. This indicator was proposed by Svendsen (1992). This indicator is used to compare the actual collected water service charge against the intended water service charge collection.

Service charge Collection Ratio (FCR) Total Collected Water service charge = Total Targeted service charge

The values of water service charge collected and water service charge intended for 2007-08 were collected from the local field office.

3.4 Impact of Command Area Development Project (CADP) The impacts of CADP were assessed by comparing the values of selected indicators for the benchmark year (1996-1997) with those for the Post-CADP years. The selected indicators for the hydraulic, agricultural, socio-economic aspects are described below.

3.4.1 Hydraulic Indicators

The hydraulic indicators used in the performance evaluation are relative water supply and water level.

Relative Water Supply (RWS): This indicator developed by Levine (1982), compares water availability with actual demand.

Irrigation + Effective Rainfall Relative Water Supply (RWS) = ------(3.1) Evapotranspiration+ Seepage and Percolation

To determine the water adequacy, 10-day RWS values were used. Each of the 4 components of the above equation needs to be determined for calculating the value of RWS.

22 Supply of irrigation water was calculated from the pumping hours per day for some selected irrigation seasons from 1997 to 2007. Pumping hours have been collected from the concerned field office. The capacity of each pump is 14.61 m3/sec considering 70% of pump discharge capacity, volume of irrigation water supply has been calculated for pre and post CADP conditions.

Effective monthly rainfall was taken as the 80% of monthly total rainfall. From climatic station, Bera, the rainfall data for the years of 1997 to 2007 were collected. As the top soil is fine sand and sandy clay so percolation rate is assumed 4.00 mm/day (IWM, 1999).

The feasibility report of PIRDP showed that HYV Boro planting time normally lies between January to February. Therefore, four transplanting dates namely 14 January, 21 January, 28 January and 4 February were considered for calculation of evapo-transpiration. Climatic data such as, rainfall, temperature, sunshine hours, wind speed, humidity and crop data e.g. various transplanting dates, total growth period, duration of growth stage, crop coefficient value for each growth stage are used to calculate the evapo-transpiration. Climate data were collected from Bangladesh Metrological Department (BMD), Ishurdi, Pabna. Crop data were collected from agriculture extension office at Pabna and from various reports on PIRDP. Evapo- transpiration value was computed using software “CROPWAT” of FAO, 1992.

Water Levels The water levels maintained in the main and secondary canals were considered as an indicator for adequacy of water supply. Hence, the water levels at head of main and some selected secondary canals were analyzed and a comparison was made between the actual and target water levels in those canals for both pre and post CADP situations. The target water levels were considered as the Full Supply Level (FSL) of that canal. FSL data were collected from office of the Superintending Engineer, Design circle-2, BWDB, Dhaka. Pre and post CADP situation’s water level data were collected from Bera pumping station. Pumping station office maintains a register book where the record of pumping hour, initial and final water level (WL) data are recorded throughout the irrigation season.

23 3.4.2 Agricultural Indicators

These indicators were used for comparison of irrigated agricultural performance for the benchmark year (1997-1997) with those for the subsequent years. The agricultural indicators used in the performance evaluation are irrigated area performance and production performance.

Irrigated Area Ratio (IAR) This indicator was proposed by Zhi (1989) for the assessment of agricultural performance in respect of area irrigated. IAR is the ratio of actual irrigated area to intended irrigated area. For calculating the value of Irrigated Area Ratio, values of actual irrigated area and intended irrigated area from 1996-97 to 2007-08 were collected from the local project office.

Actual Irrigated Area IAR = Targeted irrigated area

Production Performance This is the most useful agricultural indicator to evaluate FCDI supported agricultural systems in such countries like Bangladesh where both water and land are limiting resources towards irrigation development. The indicator is expressed as,

Production Performance Total Production = Target Production

The values of actual and target production for Boro rice were collected from the local field office.

3.5 Condition of canal and structures IWM conducted a survey to measure the cross-sections of existing irrigation canals. A comparison was carried out between the existing and design cross-sections and longitudinal sections of the main and selected secondary canals based on survey data from IWM and design data from BWDB.

24 Chapter 4 Results and Discussion

Impact of CADP on project performance has been assessed in terms of hydraulic and agricultural aspects. The institutional aspect deals with assessment of selected WMCSs during the irrigation season of 2007-08. The hydraulic aspect covers the performance of irrigation system in water supply. Agricultural aspect includes irrigated area and total production. 4.1 Performance of Water Management Cooperative Societies The functioning of the selected Water Management Cooperative Societies (WMCSs) during 2007-08 was assessed as discussed in the following sections.

Registration, Membership and Election of Executive Member

According to Command Area Development Program’s (CADP) guidelines, 368 WMGs were formed. Finally, in 2006 it was decided to merge 368 WMGs into 50 larger groups. These groups were named as Water Management Cooperative Societies (WMCSs).

All (WMCSs) must be registered. All the stakeholders, specially the farmers are entitled to be the members of a WMCS. The executive members of Water Management Cooperative Societies are elected by the members of WMCSs. Based on the data collected during the field study the registration, membership and election of executive members of the selected WMCSs were assessed and shown in Table 4.1

Table4.1: Registration, membership and election of executive members of selected WMCSs.

Membership Election of Registration Status executive Name of the WMCS committee Sl Present held No. Present female Female Non Registered member No. member member % Registered No. Yes No

1 2 3 4 5 6 7 8 9 1 Amaikola-Sharish WMCS • 320 72 22.5 • 2 Brishalika WMCS • 330 80 24.24 • 3 Sanila WMCS • 151 27 17.88 • 4 Tolat-Chesania WMCS • 145 29 20 • 5 Paschim Karamja WMCS • 138 14 10.14 • Tolat Uttarpara & Chesana 6 • 122 14 11.47 • Purbapara WMCS Sarup Sankarpasha 21 7 • 196 10.71 • Jorghacha WMCS 8 Khan Mamudpur WMCS • 79 5 6.3 • 9 Uttar Solabaria WMCS • 73 6 8.21 • Mamudpur- Govindopur 10 • 113 20 17.7 • WMCS 11 Bara Payana WMCS • 270 150 55.55 • 12 Hatigara WMCS • 222 20 9 • Kabarykola (Sapla) 13 • 53 7 13.2 • WMCS Miapur- Dhatalpur- 14 • 101 15 14.85 • Gangarumpur WMCS 15 Rasulpur-Miapur WMCS • 70 13 18.57 •

- 26 - It is seen from Table 4.1 that • 87% WMCSs were registered • Total members of the WMCSs varied from 53 to 330 with an average of 158; • Above 17% of the members are female. According to the rule female member should be at least 30% of the total member. • All the WMCSs selected their executive committee members without election. Validity of this committee will be one year. After registration, within one year executive committee must be formed through election.

Training of WMCS Members in PIRDP

From the field investigation it has been seen that the all WMG’s members have received training from NGO and BWDB under CAD program during 1998 to 2003. But under the guidance of CAD-M of Part-B consultancy of JMREMP no training program for the member’s of WMCSs has been arranged. During field visit they have shown their interest for further training and technical support from BWDB for on-farm level water management. Summary of the training program implemented under CADP is given in Table 4.2

Table 4.2: Summary of the training program implemented under CADP Sl. Item No of Members No 1 Beneficiary Training byNGO 4270 2 Beneficiary Training by BWDB 13296 (Source: Project Completion Repot, 2003)

Farmer’s Participation in Excavation and Maintenance Field Channels in PIRDP According to the guidelines of CADP the farmers are responsible for excavation and maintenance of their field channel. Information collected during field visit on farmer’s participation in excavation and maintenance of field channels are summarized in Table 4.3

- 27 - Table 4.3: WMCS’s participation in excavation and maintenance of field channels

Technical Support from Field Channel BWDB Name of the WMCS Sl. Maintenance

No Irrigable Channel Labor Contributed Type of

Area (ha) Excavation (m) (man-month) Yes No work Yes No (1/2/3/4) 1 2 3 4 5 6 7 8 9 10 1 Amaikola-Sharish WMCS 82 3000 100 • 1,4 • 2 Brishalika WMCS 200 1000 30 • 1,4 • 3 Sanila WMCS 200 2000 100 • 1,4 •

4 Tolat-Chesania WMCS 118 3500 200 • 2,4 • 5 Paschim Karamja WMCS 112 4000 250 • 2,3,4 • 6 Tolat Uttarpara & Chesana 74 2000 170 • 1,3,4 • Purbapara WMCS 7 Sarup Sankarpasha 175 2500 200 • 1,3,4 • Jorghacha WMCS 8 Khan Mamudpur WMCS 75 2000 150 • 1,2 • 9 Uttar Solabaria WMCS 75 1200 60 • 1,2 • 10 Mamudpur- Govindopur 200 4500 250 • 1,3 • WMCS 11 Bara Payana WMCS 60 4000 200 • 1,2,3 • 12 Hatigara WMCS 50 3000 100 • 1,2,3 • 13 Kabarykola (Sapla) WMCS 150 1500 60 • 1,3 • 14 Miapur- Dhatalpur- 227 1000 30 • 1,2 • Gangarumpur WMCS 15 Rasulpur-Miapur WMCS 125 500 20 • 1,2 • N.B.: 1 = re-excavation; 2 = cleaning; 3 = Slope build up; 4 = Ghoh filling

- 28 - The performances of the selected WMCSs from Table 4.3 are as follows.

All the selected WMCSs took their maintenance responsibility for field channels which is a very positive indication. On the other hand, 80 % of the selected WMCSs received technical support from BWDB. Irrigable area and length of field channels for each WMCS varied from 50ha to 227ha and 500m to 4500m. Labour contributed for field channel excavation was found from 20 to 250 man-month.

Performance of WMCSs on Operation and Maintenance of Turnouts

Depending on the field study, the performance of WMCS’s on operation and maintenance of turnouts are given in Table 4.4

Based on the field investigation, performance of the selected WMCSs during 2007-08 in terms of the operation and maintenance of turnouts are given below:

All the selected WMCSs employed turnout operator. Of them only 13.33 % operator received training for specific work. But turnout operators did not maintain any register. However, all the selected WMCSs successfully did the earth filling to prevent water leakage through turnouts.

Performance of WMCSs on Irrigation service charge Collection and conflict resolution in PIRDP

For collecting the irrigation service charge, Water Management Cooperative Societies (WMCSs) are responsible. Detailed responses of the selected WMCSs on irrigation service charge collection and conflict resolution from field study are presented in Table 4.5

- 29 - Table 4.4 Performance of WMCSs on operation and maintenance of turnouts Sl Name of the WMCS WMCS Operator Maintenance of Type of Register Technical No employed received any turnout carried maintenance work maintained Support from the turnout training out by WMCS ( 1/2/3/4) BWDB operator Yes No Yes No Yes No Yes No Yes No 1 2 3 4 5 6 7 8 9 10 11 12 13 1 Amaikola-Sharish WMCS • • • 4 • • 2 Brishalika WMCS • • • 4 • • 3 Sanila WMCS • • • 4 • 4 Tolat-Chesania WMCS • • • 4 • • 5 Paschim Karamja WMCS • • • 4 • • 6 Tolat Uttarpara & Chesana Purbapara • • • 4 • • WMCS 7 Sarup Sankarpasha Jorghacha • • • 4 • • WMCS 8 Khan Mamudpur WMCS • • • 4 • 9 Uttar Solabaria WMCS • • • 4 • • 10 Mamudpur- Govindopur WMCS • • • 4 • 11 Bara Payana WMCS • • • 4 • • 12 Hatigara WMCS • • • 4 • • • 13 Kabarykola (Sapla) WMCS • • • 4 • • 14 Miapur- Dhatalpur- Gangarumpur • • • 4 • • WMCS 15 Rasulpur-Miapur WMCS • • • 4 • • N.B.: 1 = Replacement of rubber seal; 2 = Gate repairing / greasing, painting; 3 = Pipe replacing; 4 = Earth filling for preventing water leakage

- 30 - Table 4.5: Performance of WMCSs on irrigation service charge collection and conflict resolution in PIRDP Sl No Name of the WMCS service charge collection Conflict in Type of Conflict Technical from WMCS member operation of conflict resolved by Support from turnout (a / b / c ) WMCS BWDB

Yes No Amount of Amount of Yes No Yes No service service charge charge targeted collected 2007-08 2007-08 (Tk.) (TK) 1 2 3 4 7 8 9 10 11 12 13 1 Amaikola-Sharish WMCS 5800 3600 (62%) • a • • 2 Brishalika WMCS 5600 5600 (100%) • a • • 3 Sanila WMCS 30000 20000 (67%) • • 4 Tolat-Chesania WMCS 50000 29500 (59%) • 5 Paschim Karamja WMCS 75000 54000 (72%) • a • • 6 Tolat Uttarpara & Chesana Purbapara WMCS 32000 31900 (100%) • • 7 Sarup Sankarpasha Jorghacha WMCS 130000 14000 (11%) • • 8 Khan Mamudpur WMCS 36000 11600 (32%) • • 9 Uttar Solabaria WMCS 6000 3000 (50%) • a • • 10 Mamudpur- Govindopur WMCS 30000 17000 (57%) • • 11 Bara Payana WMCS 40000 20000 (50%) • a • • 12 Hatigara WMCS 32000 19000 (59%) • • 13 Kabarykola (Sapla) WMCS 15000 6480 (43%) • • 14 Miapur- Dhatalpur- Gangarumpur WMCS 24000 14646 (61%) • a •` • 15 Rasulpur-Miapur WMCS 29000 18965 (65%) • • N.B.: a = water distribution, b = drain alignment, c = sub drain preparation

- 31 - Table 4.5: Performance of WMCSs on irrigation service charge collection and conflict resolution in PIRDP Sl No Name of the WMCS service charge collection Conflict in Type of Conflict Technical from WMCS member operation of conflict resolved by Support from turnout (a / b / c ) WMCS BWDB

- 32 -

The finding on irrigation service charge collection and conflict resolution during 2007-08 for selected WMCSs are given below:

Average Irrigation service charge collection was 59%. Irrigation service charge collection vary depending on the size of irrigated area of each WMCSs for targeted and achieved amount of service charge. Almost half of the WMCSs faced the conflict during turnout operation, but they resolved it by themselves. The conflict is mainly due to the water distribution. More than half of the WMCSs have received technical support from BWDB. Others did not receive any technical support from BWDB mainly due to lack of interest and accountability of the concern BWDB personnel.

From the above discussion it is evident that service charge collection performance is not satisfactory enough. There is an idea prevailing among the farmers that the service charge once paid will have to continue paying. If they can avoid it, the government may drop this idea. However, for collection of service charge, the following actions have already been taken under direct control of Superintending Engineer, Pabna O&M circle. • WMCS wise meetings are being held regularly; • Demand notices issued to the defaulters; • Miking in the project area being continued for payment of service charge; • Distribution of leaflet have been done in the project areas for the creation of awareness for service charge payment; • Temporary stoppage of water supply was applied.

4.2. Impact of CADP on Project Performance The impact of CADP on the performance of the project has been assessed comparing the values of selected indicators for the pre CAD and post CAD years.

Relative Water Supply (RWS) The indicator Relative Water Supply (RWS) is a measure of adequacy to assess water availability over the cycle of water deliveries within an irrigation system. 10 days average RWS

- 33 - values are used here to estimate the water adequacy. RWS value during the Boro seasons has been calculated following Equation 3.1 and results are shown Table 4.6. Details calculation of various parameters of RWS is shown in Appendix-A.

Table 4.6: Relative Water Supply (RWS) for pre (1997) and post (2004, 2005, 2006, 2007, 2008) CADP in PIRDP

Time RWS Pre- CADP RWS in Post-CADP 1997 2004 2005 2006 2007 2008 Jan. -3 4.59 2.51 0.70 2.06 6.2 1.93 Feb. -1 2.61 2.06 0.78 3.62 3.35 1.84 Feb. -2 2.67 1.82 0.75 2.68 2.77 1.66 Feb. -3 1.89 1.69 0.71 2.75 2.88 1.37 Mar. -1 1.23 1.66 0.57 0.85 2.93 1.73 Mar. -2 3.13 1.62 0.46 3.59 3.13 1.66 Mar. -3 2.02 1.86 0.44 2.67 3.21 1.66 Apr. -1 0.83 1.62 0.44 2.76 3.15 1.82 Apr. -2 0.52 1.59 0.70 2.42 3.14 1.98 1.67 1.82 0.67 2.60 3.42 1.74

Relative water supply of a single year varies within the month. At the same time value of RWS changes year to year. However, average value of RWS shows similar trend. RWS value at or close to 1.0 represents scarcity of water. In PIRDP pre and post CAD RWS values were more than one, which means there is no scarcity of water in the project. However, RWS increased in post-CAD situation, which indicate good irrigation performance with in the project area. Before CADP average RWS values were found 1.67 and after CADP it was 1.82, 0.67, 2.60, 3.42 and 1.74. RWS value in the year 2005 is inconsistent.

Water Levels The water levels in main canal and at the heads of secondary canals are considered as an indicator for adequacy of water supply. Water levels in pre and post CADP situation and Full

Supply Level (FSL) for the selected canals (I3, I3S1 I3S2, I3S12, I3S14, I3S19) are presented in Figure 4.1- 4.7.

Main canal (I3) has a large capacity with its long length and width. The canal works as a reservoir. Design FSL of main canal is 11.28 m PWD in the upstream part of the canal near the

- 34 - pump station. The maximum water level achieved in the main canal was 11.06m PWD in the year 2003. Main canal dyke breached two times before reaching FSL. It is important to achieve the Full Supply Level in the canals to ensure the water availability to the tail end users. The main barrier to achieve FSL in main canal of PIRDP is the weak section of canal dykes. Heavy seepage loss through the dykes constructed with sandy soil causes the dyke to breach. Therefore, main canal can never reach to design FSL.

Water level data in selected canals (I3, I3S1 I3S2, I3S12, I3S14, I3S19) were analyzed for different years. Irrigation period starts from January and continue till April. For ease of calculation average weekly values were calculated. Average water level verses time graph was plotted along with the FSL value of each canal. Average water level and FSL was thus compared for the whole irrigation period. Three representative years (yr2008, 2002 & 1997) were selected to draw the graph. Comparing water levels for post CADP with those of pre CADP in main and secondary canals three different situations were identified.

a) In some canals (I3S1) FSL was achieved at off-take point of that secondary canal but not with in the canal.

b) In some secondary canals (i, e. I3S2) FSL was achieved both at off-take point and in side the secondary canal

c) In some secondary canals (I3S8, I3S12, I3S14, I3S19) FSL was not achieved neither at main canal off-take point nor in side the secondary canal

From the data and plotted graph it is evident that in main canal Full Supply Level (FSL) could

not be achieved. Similar results were observed for secondary canals. In case of I3S2, I3S3, I3S4,

I3S5 and I3S6 canals water level for pre and post CADP period were almost same and water levels

in the canal were more than Full Supply Level. On the other hand main (I3) and other secondary canals water level for post CADP situation were slightly higher than pre CADP situation but the difference was not significant. However, in both pre and post CADP situation, water levels were less than Full Supply Level (FSL) of that canal.

- 35 - Water Level vs Time graph in Canal I3 for Pre and Post CADP 12.00 1997 FSL 2008 2002

11.50

11.00

10.50

10.00 Water Level (m PWD) (m Level Water

9.50

9.00 0W 2W 4W 6W 8W 10W 12W 14W 16W 18W Time (weekly from January to April)

Figure 4.1: Pre and Post CADP water level and FSL for starting point of canal I3

Water Level vs Time graph in Canal I3S1 for Pre and Post CADP 12.00 1997 FSL 2002 2008

11.50

11.00

10.50

10.00 Water Level (m PWD) (m Level Water

9.50

9.00 0W 2W 4W 6W 8W 10W 12W 14W 16W 18W Time (weekly from January to April)

Figure 4.2: Pre and Post CADP water level and FSL for off take of Canal I3S1

- 36 - Water Level vs Time graph in Canal I3S2 for Pre and Post CADP 12.00 1997 FSL 2008 2002

11.50

11.00

10.50

10.00 Water Level (m PWD) (m Level Water

9.50

9.00 0W 2W 4W 6W 8W 10W 12W 14W 16W 18W Time (weekly from January to April)

Figure 4.3: Pre and Post CADP water level and FSL for off take of Canal I3S2

Water Level vs Time graph in Canal I3S8 for Pre and Post CADP 12.00 1997 FSL 2002 2008

11.50

11.00

10.50

10.00 Water Level (m PWD) (m Level Water

9.50

9.00 0W 2W 4W 6W 8W 10W 12W 14W 16W 18W Time (weekly from January to April)

Figure 4.4: Pre and Post CADP water level and FSL for off take of Canal I3S8

- 37 - Water Level vs Time graph in Canal I3S12 for Pre and Post CADP 12.00 1997 FSL 2002 2008

11.50

11.00

10.50

10.00 Water Level (m PWD) (m Level Water

9.50

9.00 0W 2W 4W 6W 8W 10W 12W 14W 16W 18W Time (weekly from January to April)

Figure 4.5: Pre and Post CADP water level and FSL for off take of Canal I3S12

Water Level vs Time graph in Canal I3S14 for Pre and Post CADP 12.00 1997 FSL 2002 2008

11.50

11.00

10.50

10.00 Water Level (m PWD) (m Level Water

9.50

9.00 0W 2W 4W 6W 8W 10W 12W 14W 16W 18W Time (weekly from January to April)

Figure 4.6: Pre and Post CADP water level and FSL for off take of Canal I3S14

- 38 - Water Level vs Time graph in Canal I3S19 for Pre and Post CADP 12.00 1997 FSL 2002 2008

11.50

11.00

10.50

10.00 Water Level (m PWD) (m Level Water

9.50

9.00 0W 2W 4W 6W 8W 10W 12W 14W 16W 18W Time (weekly from January to April)

Figure 4.7: Pre and Post CADP water level and FSL for off take of Canal I3S19

Year Wise Irrigated Area Performance To assess the actual irrigated area covered against target-irrigated area, this indicator is used. The completion report of CADP recorded the irrigation coverage of PIRDP from 1997-98 to 2002-03 till the completion of the CAD project activities. Targeted Irrigable area was 18870 ha. The figures are shown below in Table 4.7. Table 4.7: Irrigated area coverage Year Irrigation Coverage(In Ha) Achievement Target Achievement % of total 2001-2002 18870 12335 65.37 2002-2003 18870 11425 60.55 2003-2004 18870 3740 19.82 2004-2005 18870 9010 47.75 2005-2006 18870 2253 11.94 2006-2007 18870 1950 10.33

- 39 - Yearwise Irrigation Coverage at PIRDP 14000

12000

10000

8000

6000 Area in Ha 4000

2000

0 1996-1997 1997-1998 1998-1999 1999-2000 2000-2001 2001-2002 2002-2003 2003-2004 2004-2005 2005-2006 2006-2007 Year

Fig.4.4: Irrigated Areas in PIRDP from 1996-97(benchmark year) to 2006-07

From the above figure on irrigation coverage in different years from 1999 to 2003 it appears that the irrigation coverage was more during construction/rehabilitation period. At the beginning of the construction phase it was almost nil (1998-99) and gradually jumped up to 12,977 ha in 2000-01 and again started falling in 2006-07. Target for individual years was not achieved and same result found for total target of the project.

The following reasons may attribute to the poor performance of PIRDP irrigation system.

• Lack of proper planning, poor quality of construction work during CADP and lack of supervision. • Poor operation and untimely maintenance. • Head losses due to obstacles such as water hyacinth, weeds, fishing nets and non- functioning of gates, etc. • Frequent power failure disrupting timely supply of water to the canal system • Bed level of regulators and turnouts were not properly fixed as per design to maintain gravitational flow. • Insufficient number of turn-outs

- 40 - • Weak water management organization • Conflict of interest among the farmers

Year Wise Production

HYV Boro rice production from 1996-97 to 2007-08 was determined and the results are shown in Fig. 4.2.

HYV Boro production in PIRDP

60000 50000 40000 30000 20000 10000 0 Production inProduction M.Ton 1996-1997 1998-1999 1999-2000 2000-2001 2001-2002 2002-2003 2003-2004 2004-2005 2005-2006 2006-2007 2007-2008 Year

Target for HYV Boro production Actual production for HYV Boro

Fig. 4.5: Target and actual production of HYV Boro rice in PIRDP from the benchmark year (1996-97) to 2007-08

From the above figure it appears that actual production of HYV Boro rice was more during construction/rehabilitation period. At the beginning of the construction phase it was only 4521 M. ton (1998-99) and gradually increased to 53335 MT in 2000-01 and again started falling to a level of 7800 MT in 2006-07. From 2003-04 to 2006-07, reduction of actual HYV Boro production occurred with the declination of irrigated area. The target for irrigation command area was not achieved in the project. This became the main reason behind not achieving the targeted production of crops.

- 41 - 4.3 Conditions of canals and structures Water carrying capacities of secondary canals were taken1.82 l/s/ha in the design. Similar capacities (1.88l/s/ha) had been followed in the design of CAD Project rehabilitation. Cross sections of secondary and tertiary canals had been based on this capacity. Main canal (I3) has a much larger capacity as it has been designed to supply larger area. With its long length and width, the canal acts as a kind of reservoir. Manning’s formula has been used in calculating section dimensions of unlined earthen trapezoidal section with side slope 1.5:1. Manning’s roughness co-efficient was considered 0.03 and maximum permissible velocity was taken as 0.9m/s. Freeboard was provided and longitudinal slope of the secondary and tertiary canals have been selected in such a way that maximum area would bebrought under command but generally it was kept parallel to the country slope as far as possible.

Main and Secondary canal At the time the irrigation system was designed, decision was made to minimize land acquisition requirements by utilizing, as much as possible, natural drainage courses as channels for the irrigation system. Accordingly part of the former Ichamati River has been modified to serve as the main canal. The main canal is hydraulically inefficient. It has large capacity, long length and also follows meandering paths. Consequently, high seepage losses are expected from the main canal, which will result in very poor distribution and as a result, high pumping/operation costs. A further constraint to the efficient operation of the system is lack of enough control regulators. The main canal does not have control regulators along its 42 km length; thus the entire main canal must be filled to operate any canal. The main canal passes through some low-lying area and there are ponds/borrow pits along the out side toe line of canal dykes, which weakened the canal banks. As a result main canal cannot be fully operational up to FSL. Currently, it is not possible to maintain the full supply level (FSL) in the main canal unless the dykes are re- sectioned and berms are constructed. To improve canal stability and reduce seepage losses, many nearby borrow pits need refilling.

For secondary canals FSL was achieved at canal off take point. In spite of this, canal FSL could not be achieved. This is due to the improper cross sectional area of the canal. The cross sections

- 42 - of the secondary canals are not in accordance with the design value. Rather all the canals have bigger sectional area. This is due to the reason that existing drainage canals were used as irrigation canal. In addition, during construction filling was not allowed to achieve the exact design section. Comparison between the design and existing long and cross sections of some secondary canals (I3S1, I3S8, I3S12, I3S14, I3S19,) are shown in Figures 4.6-4.15.

Comparison of Cross Sections I3S1 (At KM11.90) 12

4 Level (m PWD)

2 Existing Section Design Section

0 -4 1 6 11 16 21 Distance (m)

Fig. 4.6: Comparisons of existing with design cross-section of I3S1 Canal

Comparison of Long Sections I3S1 10

9.5

8.5

7.5 Level (mPWD) 7

6.5 Existing Bed Level Design Bed Level 6 6600 8600 10600 12600 14600 16600 Distance (m)

- 43 - Fig. 4.7: Comparisons of existing long-section with design long-section of I3S1 Canal

Comparison of Cross Sections I3S8 (At km 2.70) 12

7 Level (m PWD) (m Level 6

5 Existing Section Design Section 4 -6 -1 4 9 14 19 24 29 34 39 44 Distance (m)

Figure: 4.8 Comparison of existing with design cross-section of I3S8 canal

Comparison of Long Sections I3S8 10

9.5

8.5

7.5

7 Level (m PWD) (m Level 6.5

5.5 Existing Bed Level Design Bed Level 5 0 1000 2000 3000 4000 5000 6000 Distance (m)

Figure: 4.9 Comparison of existing long section with design long-section of I3S8 canal

- 44 - Comparison of Cross Sections I3S12 (At Km 0.985) 12

Level (m PWD) (m Level 4

2 Existing Section Design Section

0 -5 0 5 10 15 20 25 30 Distance (m)

Figure: 4.10 Comparison of existing with design cross-section of I3S12 canal

Comparison of Long Sections I3S12 12 Existing Bed Level Design Bed Level

Level (m PWD) (m Level 4

0 0 200 400 600 800 1000 1200 1400 1600 1800 Distance (m)

Figure: 4.11 Comparison of existing long-section with design long-section of I3S12 canal

- 45 - Comparison of Cross Sections I3S14 (At Km 0.45) 12

7 Level (m PWD) (m Level

5 Existing Section Design Section 4 -5 0 5 10 15 20 25 Distance (m)

Figure: 4.12 Comparison of existing cross-section with design cross-section of I3S14 canal

Comparison of Long Sections I3S14 11 Existing Bed Level Design Bed Level

10.5

9.5

Level (m PWD) (m Level 9

8.5

8 0 200 400 600 800 1000 Distance (m)

Figure: 4.13 Comparison of existing long-section with design long-section of I3S14 canal

- 46 - Comparison of Cross Sections I3S19 (At KM1.35) 13 Existing Section Design Section

8 Level (m PWD) (m Level

5 -10 -5 0 5 10 15 20 25 30 35 40 45 Distance (m)

Figure: 4.14 Comparison of existing cross-section with design cross-section of I3S19 canal

Comparison of Long Section I3S19 10 Existing Bed Level Design Bed Level 9.5

8.5

7.5 Level (m PWD) (m Level

6.5

6 0 5000 10000 15000 20000 25000 Distance (m)

Figure: 4.15 Comparison of existing long -section with design long-section of I3S19 canal

Moreover, longitudinal gradient of these canals are irregular, some times even reverse which reduced design velocity and hindered water level to reach FSL. On the other hand, sometimes for

- 47 - reverse slope back water flow increases the water level in the up stream and results in overtopping of the dyke.

Structures

A brief study on the existing condition of the canals and other irrigation and water control structures of PIRDP were conducted by Asian Development Bank under Jamuna-Meghna River Irrigation Mitigation project. The outcome of the study is listed in table 4.9.

Table 4.9: Present condition of structures of project (ADB 2008)

Sl Name of System Original Observed Remark No (No/km) (No/km) 1 Head Regulator 70 (Bera 52, 59 9 good, Pabna 18) 4 replaceable, 46 repairable. 55 good, 57 abandoned, 2 Turn-out 822 474 74 replaceable, 288 need repair 3 Irrigation canal 79 69 10 not constructed

Canal bank dyke 486 km Not measured 121 km need resection.

5 Check structure N/A 30 11 good, 1 abandoned, 18 repairable 6 F.C.Lining N/A 6.91 km 6.31km good, 0.6km need repair

However, during field visit of this study the condition of some of the irrigation canals and structures were also observed which can be summarized below. Figures 4.16-4.21 show the existing condition of some structures.

• Many of the Secondary and tertiary canals were constructed along the previous drainage channel. • Floor levels of many regulators are not properly fixed to allow required flow into the canal system. • Turn-out floor levels are not proper and many are placed adjacent to high ground,

- 48 - bamboo cluster, grave yard and home stead. • Flow of water in canal is obstructed by thick grass, fish net and other traps. • Lack maintenance caused degradation of canal system. • Many of the head regulators were found damaged in collar joints of c.c. pipes. • Many turn-outs are abandoned, un-utilized, need repair or replacement. • In absence of proper turn-outs, farmers insert pipes here and there through canal bank dykes. • Illegal structures and un-planned stairs along canal bank slopes obstruct the flow of water towards the tail end part of canal system. • The canal bank dykes are damaged by planting grass, constructing cow shed, storing hay stacks. • Many of the regulators do not have gates and hoisting devices.

Fig. 4.16: Damaged head wall Fig. 4.17: A damaged field channel

Fig. 4.18: Stairs in the slope Fig. 4.19: Tin shed structures on the bed

- 49 -

Fig. 4.20: Damage in canal lining Fig. 4.21: Breach through canal dyke

- 50 - Chapter 5 Conclusions and recommendations

5.1 Conclusion This study focuses on the effectiveness of the Command Area Development Project (CADP) in Pabna Irrigation and Rural Development project. This project cannot be described as a successful project as, it has failed to achieve all target regarding command area, agricultural production and irrigation service charge collection. The total target of irrigating 18870 ha of command area has never been achieved. Maximum area covered in the year of 2004-2005, which was 47.75%. The performance in terms of irrigation service charge was very poor. Only 25% of total targeted service charge was collected during the year. Attempt has been made to identify technical, institutional problems and constraints. The major problems are summarized below.

High seepage losses are expected from the main canal, which will result in very poor distribution and as a result, high pumping/operation costs. A further constraint to the efficient operation of the system is lack of enough control regulators. The main canal does not have control regulators along its 42 km length; thus the entire main canal must be filled to operate any canal. The main canal passes through some low-lying area and there are ponds/borrow pits along the out side toe line of canal dykes, which weakened the canal banks. As a result main canal can not be fully operational up to FSL (11.28mPWD). From the record it is apparent that the irrigation water level in the main canal was never beyond 10.97mPWD. More or less this level is maintained every year. This is because Currently, it is not possible to maintain the FSL in the main canal unless the dykes are re-sectioned and berms are constructed.

Ten irrigation canals don’t have existence in the project area. Nine canals were not functional for long period. A good number of head regulators and turn-out were damaged immediately after the construction/ rehabilitation. Many turn-outs were installed on high ground and without considering command area and discharge capacity.

- 51 - The slopes of most of the secondary canals are not as per design. Canal dykes are not properly constructed. The canal bed slope is reverse and full of weeds, water hyacinth, garbage, debris etc. The flow is obstructed by un-authorized shops, houses, stairs, fish nets and other traps. Un- authorized cuts, washing places, use of bank slope as homestead, market place etc were observed.

Relative water supply in the project indicates no scarcity of water except in the year of 2005, which is abrupt. In spite of the availability of water in the source it was not possible to supply irrigation water to many secondary canals, as water level could not be raised to the designed elevation (FSL). This is mainly due to the unstable canal dykes and reverse slope. As a result, the farmers took irrigation water from STWs for irrigating Boro crops. However, when water became available in the BWDB canals, the farmers immediately started using this water.

The existing canal section was larger/wider than the required design section and no inside filling was allowed to reshape the existing section to the required design section. Moreover during design, it was assumed that the additional cross-sectional area would always remain filled with stagnant water, which would not affect the velocity of flow at all. But in reality it was different. Since the cross sectional area was more than the design section, velocity reduces and water level did not at FSL of the canal.

Poor maintenance of the irrigation system is a common affair in PIRDP. Failure of canal dykes, seepage, leaking in structures, broken canal slopes have serious negative impact on operation of the system. The result of damages lead to gradual reduction in irrigation efficiency, lower water level in the secondary canals and unreliable water supply and finally a reduction of irrigated area combined with high pumping cost per irrigated hectare. Accumulating deficiencies occur when maintenance is deferred a number of years. In such cases major intervention is required to bring the infrastructures back to its proper condition. This has exactly happened to PIRDP irrigation systems. Lack of maintenance fund and improper monitoring results in a rapid deterioration of structures and reduced irrigation efficiencies.

- 52 - To achieve better water management WUGs were formed in CAD Project. However, the attempt was not very much effective due to internal conflict, leadership crisis, improper guidance from the department and lack of trust. Initially formed WMGs were small in size and their operational area was also limited. When a farmer own land in different turnouts, he has to cooperate with various committees. Therefore, water management has become complicated. Absence of representative executive committee of WMC is another barrier to the management. Moreover, these cooperatives were not operating properly by the laws and rules of cooperatives. Financial base of these committees were not strong due to lack of proper maintenance of financial issues. Therefore, these committees are incapable of good water management and maintenance of the irrigation canals. To eradicate these problems under present Jamuna Meghna River Erosion Mitigation Project (JMREMP) the original 368 WUG were merged into 50 Water Management Co-operative Societies (WMCSs).

The newly formed WMCSs are responsible for identifying, implementation, monitoring of irrigation and drainage activities. They will supervise the activities like irrigation canal rehabilitation, dyke repair, turnout, and fallboard maintenance. These societies will raise fund from service charge and other seasonal income for the repair and maintenance works.

One of the responsibilities of these committees is to collect irrigation service charge, which is not satisfactory. From field investigation it was found that these committees are performing their designated responsibilities. However, without confirming the supply of water to the field, the performance of these committees could not be assessed properly.

Service charge collection performance of PIRDB CAD project is not satisfactory. Farmers were not habituated in making payment of service charge. The idea was new for them. There was an idea prevailing among the farmers that the service charge once paid would have to continue paying. If they could avoid it, the government may change the idea. Some of the beneficiaries, who did not pay, influence others not to pay. In addition, no legal action could be taken against the defaulters in absence of legal instrument. Moreover, beneficiaries have little confidence to pay their service charge to the WMCS as some of the office bearers of WMCS were found defaulters.

- 53 - 5.2 Recommendations

During the CADP rehabilitation work was done on secondary canals. Main canal was not given importance. Rising and strengthening of canal dyke is necessary to achieve FSL.

Rotational irrigation system can be adopted to reduce the conveyance losses. To ensure rotational irrigation and to reduce canal losses construction of control structure is also needed.

The irrigation service charge collection has been very unsatisfactory. Efforts have to be made for sustainable O&M.

Water Management Co-operative Societies (WMCS) in the project are running only for one year. The performance of WMCS should be evaluated based on data for several years to draw a conclusion.

- 54 - References

Asian Development Bank 2008, Jamuna-Meghna River Erosion Mitigation Project, PartB.

BWDB, 2003. Final Report on Command Area Development Project, Ministry of Water Resources, Government of the People’s Republic of Bangladesh.

CADA, 2008. Command Area Development and Water Management (CADWM) Program, Orissa, India.

Faruque, R. and Choudhry, U. A. 1996. Improving Water Resource Management in Bangladesh, World Bank.

FPCO, 1992, Volume I, Main Report of Operation and Maintenance Study (FAP-13), Dhaka.

MoWR, 2001. Guidelines for Participatory Water Management, Ministry of Water Resources, Government of the People’s Republic of Bangladesh.

MoWR, 1999. The National Water Policy, Ministry of Water Resources, Government of the People’s Republic of Bangladesh.

MPO, 1991. Evaluation of historical Water Resources Development and Implementation for National Water Plan.

Levin, G. 1982. Relative Water Supply; An Explanatory Variable for Irrigation Systems, Technical Report No. 6 Cornell University, Ithaca, New York, USA.

Rahman, M, 2005. Impact Evaluation of Command Area Development in Meghna Dhonagoda Irrigation Project.

Zhi, M, 1989. Identification of Causes of Poor Performance of a Typical Large Sized Irrigation Scheme in South China, Asian Regional Symposium on the Modernization and Rehabilitation of Irrigation and Drainage System, Hydraulic Research Institute Wallingford, U. K.

- 55 -

Appendix – A

- 56 -

Climate Data:

Station: Ishurdi(R-015), Pabna

a. Mean monthly temperature ranges between 17.20C – 30.10C b. Mean monthly relative humidity ranges between 61% - 91% c. Mean daily wind speed ranges between 43 km/day – 18 km/day d. Mean monthly sunshine hours ranges between 4.3 – 9.0 e. Potential Evapotranspiration (ETO) has been computed from CROPWAT of FAO 1992(2).

The ETO values are shown in Table A-1. Its value ranges between 2.2 mm/day to 5.3 mm/day.

Table A-1

Month Mean Daily Relative Wind Sunshine Rainfall ETO Temperature humidity in Speed in hours (mm/month) mm/day (0 C) % (km/day) January 17.2 79 58 8.7 7.1 2.1 February 20.1 70 49 9.2 22.2 2.8 March 25.0 61 92 8.7 41.4 4.0 April 29.40 65 156 8.4 87.3 5.2 May 30.1 77 181 8.5 205.0 5.3 June 29.1 87 150 4.3 283.0 3.8 July 28.7 91 121 5.0 449.0 3.8 August 28.8 90 121 4.9 242.0 3.7 September 28.8 90 109 6.9 219.0 3.9 October 26.7 88 72 7.6 134.0 3.5 November 22.5 85 43 9.0 13.0 2.8 December 18.60 82 61 8.8 6.3 2.2

- 57 -

Table A-2 Crop Water Requirement:

Reference Evapotranspiration ETo according Penman-Monteith ======Country : Bangladesh Meteo Station: Iswardi Altitude: 13 meter Coordinates : 24.15 N.L. 89.00 E.L ------Month Avg Temp Humidity Windspeed Sunshine Sol.Radiat. ETo-PenMon 0C % km/day hours MJ/mm/day mm/day ------January 17.2 79 58 8.7 16.1 2.1 Feb 20.1 70 49 9.2 18.9 2.8 March 25.0 61 92 8.7 20.8 4.0 April 29.4 65 156 8.4 22.0 5.2 May 30.1 77 181 8.5 22.8 5.3 June 29.1 87 150 4.3 16.5 3.8 July 28.7 91 121 5.0 17.5 3.8 August 28.8 90 121 4.9 16.9 3.7 Sept 28.8 90 109 6.9 18.6 3.9 Oct 26.7 88 72 7.6 17.5 3.5 Nov 22.5 85 43 9.0 16.9 2.8 Dec 18.6 82 61 8.8 15.5 2.2 ------YEAR 25.4 80 101 7.5 18.3 1309 ------

- 58 -

Table A-3

Climatological Station : Iswardi ======ETo Rainfall Eff. Rain (mm/day) (mm/month) (mm/month) ------January 2.1 7.1 5.7 February 2.8 22.2 17.8 March 4.0 41.4 33.1 April 5.2 87.3 69.8 May 5.3 205.0 164.0 June 3.8 283.0 226.4 July 3.8 449.0 359.2 August 3.7 242.0 193.6 September 3.9 219.0 175.2 October 3.5 134.0 107.2 November 2.8 13.0 10.4 December 2.2 6.3 5.0 ------YEAR Total 1308.7 1709.2 1367.4 mm ------Effective Rainfall: 80 % ------

- 59 -

Table A-4: Output of Cropwat Software used for calculating Crop water requirement in PIRDP

RICE EVAPOTRANSPIRATION AND IRRIGATION REQUIREMENTS

Rain climate station: Ishurdi(R-015), Bera, Pabna

Crop: Paddy _Boro ETo climate station: Ishurdi Transplanting date: 11 January

------Month Stage Area Coeff ETCrop Perc. LPrep RiceRq EffRain IRReq. IRReq Decade % mm/day mm/dy mm/dy mm/day mm/dec mm/dy mm/dec ------Dec 2 NUR 3 1.20 0.07 0.0 0.8 0.9 0.0 0.89 8.0 Dec 3 N/L 24 1.18 0.62 1.0 7.8 9.4 0.4 9.33 93.3 Jan 1 LP 72 1.13 1.74 2.9 8.6 13.1 1.3 13.02 130.2 Jan 2 L/A 98 1.10 2.28 3.9 0.9 7.0 1.8 6.86 68.6 Jan 3 A 100 1.10 2.57 4.0 0.0 6.6 3.2 6.25 62.5 Feb 1 A/B 100 1.10 2.82 4.0 0.0 6.8 4.6 6.42 63.6 Feb 2 B 100 1.10 3.06 4.0 0.0 7.1 5.9 6.66 64.7 Feb 3 B 100 1.10 3.50 4.0 0.0 7.5 7.6 7.12 67.4 Mar 1 B/C 100 1.10 3.95 4.0 0.0 7.9 9.3 7.54 70.1 Mar 2 C 100 1.10 4.39 4.0 0.0 8.4 11.0 7.88 72.9 Mar 3 C 100 1.10 4.83 4.0 0.0 8.8 15.1 7.98 73.2 Apr 1 C 100 1.10 6.34 4.0 0.0 9.3 17.9 8.28 75.6 Apr 2 C/D 100 1.09 6.74 3.4 0.0 9.1 21.3 7.69 70.1 Apr 3 D 100 1.05 6.58 2.4 0.0 8.0 32.4 5.20 47.8 May 1 D 100 1.02 5.62 1.3 0.0 6.8 44.2 2.54 23.8 May 2 D 100 0.99 5.45 0.0 0.0 5.5 5.6 4.82 4.9 ------

- 60 - Table A-5

Rain climate station: Ishurdi(R-015), Bera, Pabna

Crop: Paddy _Boro ETo climate station: Ishurdi Transplanting date: 21 January

------Month Stage Area Coeff ETCrop Perc. LPrep RiceRq EffRain IRReq. IRReq Decade % mm/day mm/dy mm/dy mm/day mm/dec mm/dy mm/dec ------Dec 3 NUR 3 1.20 0.07 0.0 0.8 0.9 0.0 0.89 8.0 Jan 1 N/L 24 1.18 0.61 1.0 7.8 9.4 0.4 9.32 93.2 Jan 2 LP 72 1.13 1.71 2.9 8.6 13.1 1.4 12.99 129.9 Jan 3 L/A 98 1.10 2.52 3.9 0.9 7.3 3.2 6.96 69.6 Feb 1 A 100 1.10 2.82 4.0 0.0 6.8 4.6 6.36 63.6 Feb 2 A/B 100 1.10 3.06 4.0 0.0 7.1 5.9 6.47 64.7 Feb 3 B 100 1.10 3.50 4.0 0.0 7.7 7.6 6.74 67.4 Mar 1 B 100 1.10 3.95 4.0 0.0 8.4 9.3 7.01 70.1 Mar 2 B/C 100 1.10 4.39 4.0 0.0 9.0 11.0 7.29 72.9 Mar 3 C 100 1.10 4.83 4.0 0.0 9.5 15.1 7.32 73.2 Apr 1 C 100 1.10 6.34 4.0 0.0 10.1 17.9 7.56 75.6 Apr 2 C 100 1.10 6.82 4.0 0.0 10.6 21.3 7.69 76.9 Apr 3 C/D 100 1.09 6.75 3.4 0.0 9.8 32.4 5.91 69.1 May 1 D 100 1.05 6.70 2.4 0.0 8.6 44.2 3.71 37.1 May 2 D 100 1.02 5.63 1.3 0.0 7.1 55.7 1.35 13.5 May 3 D 100 0.99 4.88 0.0 0.0 4.8 6.2 4.30 4.3 ------

- 61 - Table A-6

Rain climate station: Ishurdi(R-015), Bera, Pabna

Crop: Paddy _Boro ETo climate station: Ishurdi Transplanting date: 28 January

------Month Stage Area Coeff ETCrop Perc. LPrep RiceRq EffRain IRReq. IRReq Decade % mm/day mm/dy mm/dy mm/day mm/dec mm/dy mm/dec ------Dec 3 NUR 0.03 1.20 0.07 0.0 0.2 0.2 0.0 0.25 0.5 Jan 1 N/L 0.07 1.20 0.19 0.3 2.4 2.9 0.1 2.90 29.0 Jan 2 LP 0.38 1.17 0.94 1.5 8.6 11.0 0.7 10.95 109.5 Jan 3 L/A 0.81 1.12 2.12 3.2 6.8 12.2 2.6 11.94 119.4 Feb 1 A 1.00 1.10 2.82 4.0 0.0 6.8 4.6 6.36 63.6 Feb 2 A/B 1.00 1.10 3.06 4.0 0.0 7.1 5.9 6.47 64.7 Feb 3 B 1.00 1.10 3.60 4.0 0.0 7.6 7.6 6.74 67.4 Mar 1 B 1.00 1.10 3.95 4.0 0.0 7.9 9.3 7.01 70.1 Mar 2 B/C 1.00 1.10 4.39 4.0 0.0 8.4 11.0 7.29 72.9 Mar 3 C 1.00 1.10 4.83 4.0 0.0 8.8 15.1 7.32 73.2 Apr 1 C 1.00 1.10 6.34 4.0 0.0 9.3 17.9 7.56 75.6 Apr 2 C 1.00 1.10 6.82 4.0 0.0 9.8 21.3 7.69 76.9 Apr 3 C/D 1.00 1.10 6.81 3.9 0.0 9.7 32.4 6.44 64.4 May 1 D 1.00 1.08 6.82 3.1 0.0 9.0 44.2 4.54 45.4 May 2 D 1.00 1.04 6.76 2.1 0.0 7.9 55.7 2.29 22.9 May 3 D 1.00 1.01 5.00 0.9 0.0 5.9 49.8 0.93 7.5 ------

- 62 - Table A-7

Rain climate station: Ishurdi(R-015), Bera, Pabna

Crop: Paddy _Boro ETo climate station: Ishurdi Transplanting date: 4 February

Date of Transplantation 4th Feb ------Month Stage Area Coeff ETCrop Perc. LPrep RiceRq EffRain IRReq. IRReq Decade % mm/day mm/dy mm/dy mm/day mm/dec mm/dy mm/dec ------Jan 1 NUR 3 1.20 0.07 0.0 0.5 0.6 0.0 0.61 3.7 Jan 2 N/L 17 1.19 0.42 0.7 5.5 6.6 0.3 6.56 65.6 Jan 3 LP 57 1.15 1.53 2.3 8.6 12.4 1.9 12.19 121.9 Feb 1 L/A 91 1.11 2.57 3.6 3.4 9.6 4.1 9.20 92.0 Feb 2 A 100 1.10 3.06 4.0 0.0 7.1 5.9 6.47 64.7 Feb 3 A/B 100 1.10 3.50 4.0 0.0 7.5 7.6 6.74 67.4 Mar 1 B 100 1.10 3.95 4.0 0.0 7.9 9.3 7.01 70.1 Mar 2 B 100 1.10 4.39 4.0 0.0 8.4 11.0 7.29 72.9 Mar 3 B/C 100 1.10 4.83 4.0 0.0 8.8 15.1 7.32 73.2 Apr 1 C 100 1.10 5.34 4.0 0.0 9.3 17.9 7.56 75.6 Apr 2 C 100 1.10 5.82 4.0 0.0 9.8 21.3 7.69 76.9 Apr 3 C 100 1.10 6.83 4.0 0.0 9.8 32.4 6.59 65.9 May 1 C/D 100 1.09 6.90 3.6 0.0 9.5 44.2 5.08 50.8 May 2 D 100 1.06 6.87 2.7 0.0 8.6 55.7 3.04 30.4 May 3 D 100 1.03 5.10 1.6 0.0 6.7 62.3 0.50 5.0 Jun 1 D 100 1.00 4.23 0.4 0.0 4.6 26.7 1.97 7.9 ------

- 63 -