India: Karnataka Integrated and Sustainable Water Resources … · TA 7954–IND: KISWRIP Report: Annex 3 – Harihar Feasibility Study December 2012 ii Foreword This Feasibility

Technical Assistance Consultant’s Report

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

Project Number: TA 7954 December 2012

India: Karnataka Integrated and Sustainable Water Resources Management Investment Program

i

Ma2j

Karnataka Integrated and Sustainable Water Resource

Investment Programme

Urban Water Supply and Sanitation Component

Final Report: Annex 3

Harihar Feasibility Study

December 2012

Funded by for

TA 7954–IND: KISWRIP Report: Annex 3 – Harihar Feasibility Study December 2012

ii

Foreword

This Feasibility Study has been written as a deliverable within the PPTA-7954 IND: “Karnataka

Integrated and Sustainable Water Resources Management Investment Programme – Urban Water

and Sanitation Component”.

Feasibility Studies have been prepared for the citys of Davangere, Ranebennur, Byadgi and Harihar,

as the selected MFF investment Tranche-1 citys.

The consultant Terms of Reference requires the consultants to:

“……conduct feasibility studies of the selected subprojects for inclusion in tranche-1. For Part

C, subprojects will cover expansion/rehabilitation of WSS systems …. TA activities for

Tranche 1 will include, among other, (i) baseline surveys of the social, economic, poverty and

other indicators; (ii) subproject designs for engineering structures and other programs, cost

estimates, and implementation arrangements; (iii) economic and financial assessments; and

(iv) social and environmental safeguards including impacts, risks and their mitigation

measures.”

The requirement has been taken to mean that the Studies are to be sufficiently developed that they

are suitable to be used as the basis for the UWSS Karnataka Strategic Investment Plan; for the

preparation of Tender Dossiers within any subsequent “design only”, “design and build” or “design,

build and operate works” contract, and for the preparation of realistic CAPEX and OPEX estimates.

As such, the Studies do not, and are not intended to, provide detail designs.

Each Feasibility Study has been prepared as a stand-alone document. Nevertheless, some reference

may be required to the other documents that comprise the TA deliverable. These documents are:

Volume 1 – Institutional Road Map;

Volume 2 – Investment Plan;

Annex 1 - Davangere Feasibility Study

Annex 2 - Ranebennur Feasibility Study

Annex 3 - Harihar Feasibility Study

Annex 4 – Byadgi Feasibility Study

Annex 5 – Safeguards Report – Environmental

Annex 6 - Safeguards Report – Social Development, Poverty and Gender Analysis

Annex 7 - Safeguards Report – Social

Annex 8 - Economic and Financial Analysis

During the course of the preparation of the Study, considerable advice, guidance and assistance has

been provided by the staff of the KUIDFC, the local ULBs, KUWS&DB and by the engineering staff

responsible for the existing on-going UWSS projects within the subject citys. This kind assistance,

without which these Studies could not have been produced, is herewith duly acknowledged and

credited.

The comments made in this Feasibility Study are not unique to Harihar. They were found in all the

four subject Tranche-1 citys. The comments are not made to criticise but as a means of achieving the


iii

required long-term institutional and financial improvements that the stakeholders, including ULB staff

desire. Considering the scarcity of staff, the lack of any structured approach to UWSS management is

inevitable. The service is maintained through the dedication of the ULB and the operational staff and

their desire to provide the best service within their capability to provide.

The Studies have been prepared with particular reference to the principles of Integrated Water

Resource Management i.e. conservation of water resources through opportunities for water re-use

and maximum efficiency in water use through, for example, minimal losses from the network

During the preparation this Study, repeated reference has been made to the CLIPs and DPRs that

have been produced previously, by local consultancies. Within the timescale of the TA, these

documents proved to be invaluable to the team as source documents for data relating to the existing

UWSS service provision. Although it is not possible to reference each incidence of usage, the

common use of these documents is acknowledged now.


iv

Abbreviations

Abbreviation Full term

ADB Asian Development Bank

CC City Corporation

CDTA Capacity Development Technical Assistance

CLIP City Level Investment Plan

CMC City Municipal Councils

DPR Detailed Project Report

DWSM Drinking Water Supply Mission (proposed)

EA Executing Agency

EARF Environmental Assessment & Review Procedure Framework

EARP Environmental Assessment & Review Procedure

EIA Environmental Impact Assessment

ELSR Elevated Storage Reservoir

EMP Environmental Management Plan

FR Final Report

FYP (GoI) Five Year Plan

GO Government (of Karnataka) Order

GoI Government of India

GoK Government of Karnataka

IEE Initial Environmental Examination

ID&IP Infrastructure Development & Investment Plan


v

IPPF Indigenous Peoples Development Plan

IND India

IEE Initial Environmental Examination

IWRM Integrated Water Resource Management

KISWRMIP Karnataka Integrated and Sustainable Water Resources Management

Investment Programme

KUIDFC Karnataka Urban Infrastructure Development & Finance Corporation

KUWSDB Karnataka Urban Water Supply & Drainage Board

MFF Multi-Tranche financing facility

NGO Non-Government Organisation

NKUSIP North Karnataka Urban Sector Investment Program

NRW Non-Revenue Water

O&M Operations & Maintenance

PSA Performance Service Agreement

PCU Project Co-ordination Unit

PPP Private Public Participation

(PP)TA (Project Preparation) Technical Assistance

(P)SC (Programme) Steering Committee

REA Rapid Environmental Assessment

RF Resettlement Framework

RP Resettlement Plan

SPV Special Purpose Vehicle


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STP Sewage Treatment Plant

SWP State Water Policy

TMC City Municipal Council

TP City Panchayath

(D)TL (Deputy) Team Leader

UDD Urban Development Department

ULB Urban Local Body

UDWSP Urban Drinking Water & Sanitation Policy

WB World Bank

WRD Water Resource Department

(U)WSS (Urban)Water Supply & Sanitation

WTP (W) Water Treatment Plant (Works)

WWTP (W) Wastewater Treatment Plant (Works)


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Technical Abbreviations

Abbreviation Full term

Kl Kilolitre

km Kilometre

l/hd/dy Litres per head per day

lpcd Litres per capita per day

lps Litres per second

M Million

Mld Megalitre per day

m Metre

mm Millimetre

Currency Equivalent

Unit Equivalent of

Indian Rupees (INR) 1 US $ 55

US $ 1 Indian Rupees

(INR) 0.0182

1 Million 10 Lakh

1 Lakh 0.1 Million

1 Crore 10 Million

1 Million 0.1 Crore


viii

Table of Contents

1 INTRODUCTION ..................................................................................................................................... 15

1.1 PROJECT BACKGROUND ....................................................................................................................... 15

1.2 SOCIO-ECONOMIC BACKGROUND ........................................................................................................... 16

1.3 CLIMATE .......................................................................................................................................... 17

1.4 TOPOGRAPHY .................................................................................................................................... 18

1.5 HISTORY, CULTURE & TOURISM ............................................................................................................. 19

2 SOCIO-ECONOMIC STATUS .................................................................................................................... 20

2.1 CUSTOMER SURVEY ............................................................................................................................ 20

2.2 WILLINGNESS TO PAY FOR WATER SUPPLY SERVICES ................................................................................... 20

2.3 WILLINGNESS TO PAY FOR SANITATION SERVICES ....................................................................................... 20

2.4 AFFORDABILITY AND VULNERABILITY ....................................................................................................... 20

3 EXISTING CUSTOMER SERVICE LEVELS ................................................................................................... 21

3.1 WATER SUPPLY .................................................................................................................................. 21

3.2 WASTEWATER ................................................................................................................................... 21

4 EXISTING WATER SUPPLY SYSTEM ......................................................................................................... 23

4.1 BACKGROUND ................................................................................................................................... 23

4.2 WATER TREATMENT FACILITIES .............................................................................................................. 23

4.2.1 Raw Water Sources.................................................................................................................... 23

4.2.2 River Intake Works..................................................................................................................... 24

4.2.3 Raw Water Transmission Main .................................................................................................. 24

4.2.4 Harihar Water Treatment Works................................................................................................ 25

4.3 CLEAR WATER TRANSMISSION MAIN ....................................................................................................... 27

4.4 WATER STORAGE FACILITIES.................................................................................................................. 28

4.5 DISTRIBUTION NETWORK ..................................................................................................................... 34

4.5.1 Condition and Maintenance of the Distribution Network ............................................................ 36

4.5.2 Recommendations for the Pipe Laying and Maintenance ............................................................ 38

5 EXISTING WASTEWATER SYSTEM .......................................................................................................... 39

5.1 WASTEWATER COLLECTION................................................................................................................... 39

5.2 WASTEWATER TREATMENT PLANT .......................................................................................................... 40

5.2.1 Re-Use of Final Effluent .............................................................................................................. 40

5.2.2 Sludge Treatment & Disposal ..................................................................................................... 40

6 INVESTMENT PROPOSALS AND CURRENT WORKS ................................................................................. 42

6.1 CITY LEVEL INVESTMENT PROGRAMME (CLIP) ........................................................................................... 42

7 INSTITUTIONAL CAPACITY ..................................................................................................................... 43

7.1 OVERVIEW ........................................................................................................................................ 43

7.2 ORGANISATION AND STAFFING LEVELS ..................................................................................................... 44

7.3 SKILLS .............................................................................................................................................. 45

7.4 O&M MANAGEMENT PROCESS ............................................................................................................. 45

7.5 FINANCIAL STATUS .............................................................................................................................. 45

7.6 RECOMMENDED STRUCTURE ................................................................................................................. 45


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8 DESIGN CRITERIA & STANDARDS ........................................................................................................... 46

8.1 PROJECT AREA ................................................................................................................................... 46

8.2 LAND USE IN HARIHAR......................................................................................................................... 46

8.3 POPULATION PROJECTIONS ................................................................................................................... 46

8.4 DESIGN HORIZON ............................................................................................................................... 47

1.1 DESIGN HYPOTHESIS ........................................................................................................................... 47

1.2 GENERAL DESIGN PARAMETERS - WATER ................................................................................................. 47

1.2.1 PER CAPITA CONSUMPTION .................................................................................................................. 47

1.2.2 DESIGN BASIS FOR TRANSMISSION MAINS................................................................................................. 49

1.2.3 DESIGN BASIS OF DISTRIBUTION SYSTEM .................................................................................................. 49

1.2.3.1 PEAK FACTOR ................................................................................................................................ 49

1.2.3.2 RESIDUAL PRESSURE ....................................................................................................................... 49

1.2.4 SUMMARY OF WATER DESIGN PARAMETERS ............................................................................................. 50

1.3 GENERAL DESIGN PARAMETERS – WASTEWATER SEWERS ............................................................................ 51

1.3.1 DESIGN HORIZON YEARS FOR THE WASTEWATER SYSTEM ............................................................................. 51

1.3.2 PEAK FACTORS FOR THE DESIGN OF SEWERAGE SYSTEM ............................................................................... 52

1.3.3 HYDRAULIC DESIGN OF SEWERS ............................................................................................................. 52

8.5 GEO-TECHNICAL INVESTIGATIONS ........................................................................................................... 53

9 PROPOSED WATER SUPPLY FACILITIES .................................................................................................. 54

9.1 DESIGN LIMITATIONS........................................................................................................................... 54

9.2 DESIGN PARAMETERS FOR WATER SUPPLY................................................................................................ 54

9.2.1 Flow and Pressure...................................................................................................................... 54

9.2.2 Water Supply Demands and Treatment Capacities ..................................................................... 54

9.2.3 Non-Revenue Water .................................................................................................................. 58

9.3 OPTIONS .......................................................................................................................................... 58

9.3.1 Water Treatment Works ............................................................................................................ 58

9.3.2 Pipe Sizes and Material for Water Supply System ....................................................................... 58

9.3.3 Water Storage Facilities ............................................................................................................. 60

9.4 RAW WATER ABSTRACTION AND TREATMENT ........................................................................................... 60

9.4.1 Raw Water Quality and Quantity ............................................................................................... 60

9.5 PROPOSED WATER SUPPLY FACILITIES ..................................................................................................... 63

9.5.1 Raw Water Abstraction .............................................................................................................. 63

9.5.2 Raw Water Pumping Main ................................................................................................. 63

9.5.3 Water Treatment Plant .............................................................................................................. 64

9.5.4 Water Distribution System ......................................................................................................... 66

9.5.5 Distribution Network ................................................................................................................. 69

9.5.6 Installation of Meters ................................................................................................................ 70

10 PROPOSED WASTE WATER FACILITIES ................................................................................................... 72

10.1 WASTEWATER “RETURN TO SEWER” FLOWS AND TREATMENT CAPACITIES ....................................................... 72

10.2 DESIGN PRINCIPLES AND LIMITATIONS ..................................................................................................... 72

10.3 DESIGN CONSIDERATIONS FOR SEWERAGE SYSTEM ..................................................................................... 73

10.3.1 Types of Sewerage System ..................................................................................................... 73

10.3.2 Ground Water Infiltration ...................................................................................................... 73

10.3.3 Sewer Sizing .......................................................................................................................... 73

10.4 OPTIONS FOR WASTEWATER COLLECTION AND TREATMENT .......................................................................... 73

10.4.1 Pumping Stations and Rising Mains ....................................................................................... 73

10.4.2 Sewer Network ...................................................................................................................... 74


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10.5 PUBLIC AWARENESS ............................................................................................................................ 76

10.6 PROVISION OF TOILETS ........................................................................................................................ 77

10.7 .OVERVIEW OF THE PROPOSED SEWERAGE DISTRICTS IN HARIHAR .................................................................. 77

10.8 PROPOSED WASTEWATER FACILITIES UNDER KMRP ................................................................................... 79

10.8.1 Proposed Sewer Network for South Sewerage Districts Under KMRP ...................................... 80

10.8.2 Proposed Sewer Network for North Sewerage Districts Under KMRP ...................................... 81

10.8.3 Existing Wastewater Pumping Stations of NRAP .................................................................... 81

10.9 PROPOSED SEWERAGE NETWORK UNDER KISWRMIP ................................................................................ 81

10.9.1 Proposed Sewerage Network for North Sewerage District 1 Under KISWRMIP ........................ 82

10.9.2 Proposed Sewerage Network for North Sewerage District 3 Under KISWRMIP ........................ 83

10.9.3 Proposed Sewerage Network for South Sewerage District 2 Under KISWRMIP ........................ 84

10.10 OVERALL SEWERAGE CONCEPT PLAN WITH KMRP AND KISWRMIP PROPOSALS .......................................... 86

10.11 WASTEWATER TREATMENT PLANT ..................................................................................................... 87

10.11.1 Sludge Management Facilities ............................................................................................... 87

11 RE-USE OF WASTEWATER FINAL EFFLUENT ........................................................................................... 88

12 SERVICE PROVIDER ORGANISATION ...................................................................................................... 89

12.1 INTRODUCTION .................................................................................................................................. 89

12.2 ORGANISATIONAL STRUCTURE OF THE SERVICE PROVIDER............................................................................. 89

12.3 ESTABLISHMENT SIZE ........................................................................................................................... 90

12.4 TRAINING ......................................................................................................................................... 90

12.5 PLANT AND EQUIPMENT ....................................................................................................................... 91

13 COST ESTIMATES ................................................................................................................................... 92

13.1 SCOPE OF PROPOSED WORKS ................................................................................................................ 92

13.1.1 Water Supply ......................................................................................................................... 92

13.1.2 Wastewater Collection System ............................................................................................... 93

13.1.3 Wastewater Treatment ......................................................................................................... 96

13.2 CAPITAL COST ESTIMATES ..................................................................................................................... 96

13.2.1 Unit Cost for Pipeline Works .................................................................................................. 96

13.2.2 Unit Costs for Meter and Household Connections ................................................................... 97

13.2.3 Unit Costs for Civil Works: Service Reservoirs.......................................................................... 97

13.2.4 Unit Costs for Civil Works: Water Treatment Plant ................................................................. 97

13.2.5 Water Procurement ............................................................................................................... 98

13.2.6 Water Supply and Distribution ............................................................................................... 98

13.2.7 Cost Estimate for Wastewater Collection System.................................................................. 100

13.2.8 Wastewater Treatment ....................................................................................................... 101

13.2.9 Other .................................................................................................................................. 101

13.3 SUMMARY OF COST ESTIMATES ........................................................................................................... 101

13.4 OPERATING COSTS ............................................................................................................................ 102

13.4.1 Water Treatment................................................................................................................. 102

13.4.2 Wastewater Treatment ....................................................................................................... 102

14 PROJECT IMPLEMENTATION ................................................................................................................ 103

14.1 IMPLEMENTATION ............................................................................................................................ 103

14.1.1 General ............................................................................................................................... 103

14.1.2 Steering Committee ............................................................................................................. 103

14.1.3 Executing Agency ................................................................................................................ 103

14.1.4 Implementing Agency .......................................................................................................... 103


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14.2 WORKS AND SUPERVISION CONTRACTS .................................................................................................. 104

14.2.1 Design and Works Supervision Contract ............................................................................... 104

14.2.2 Water and Wastewater Treatment Plant Construction & Networks ...................................... 104

14.3 IMPLEMENTATION PROGRAMME .......................................................................................................... 105

15 O&M OF THE FACILITIES ...................................................................................................................... 108

15.1 PLANNED PREVENTATIVE MAINTENANCE ................................................................................................ 108

15.2 ASSET INVENTORY ............................................................................................................................ 108

15.3 GIS & NETWORK MODELLING ............................................................................................................. 108

15.4 ENERGY AUDIT ................................................................................................................................ 108

15.5 NRW MANAGEMENT AND REDUCTION ................................................................................................. 108

15.5.1 NRW Policy & Targets .......................................................................................................... 108

15.5.2 Bulk Metering ...................................................................................................................... 110

15.5.3 District Metering ................................................................................................................. 110

15.6 EMERGENCY PLANNING ..................................................................................................................... 110

16 SAFEGUARDS ....................................................................................................................................... 111

16.1 ENVIRONMENTAL ASSESSMENT ............................................................................................................ 111

16.2 SOCIAL .......................................................................................................................................... 112

16.2.1 Water supply ....................................................................................................................... 112

16.2.2 Wastewater ........................................................................................................................ 113


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List of Figures

Figure 1: Location Map for Harihar and Other Sub-project Towns/Cities .......................................... 16

Figure 2: Street Scenes in Harihar .................................................................................................... 17

Figure 3: Harihareshwara Temple .................................................................................................... 17

Figure 4: Average Rainfall in Harihar ................................................................................................ 18

Figure 5: Average Temperatures for Harihar .................................................................................... 18

Figure 6: Layout plan showing present Bulk WS arrangement in Harihar .......................................... 23

Figure 7: Kawalettu Intake Pumping Station .................................................................................... 24

Figure 8: Examples of Losses from Transmission Main ..................................................................... 25

Figure 9: Aerial view of Harihar Water Treatment Works ................................................................. 26

Figure 10: Harihar Treatment Works Pumping Station ..................................................................... 27

Figure 11: Strategic Network ........................................................................................................... 28

Figure 12: Storage Reservoirs .......................................................................................................... 33

Figure 13: Existing Water Supply Command Areas ........................................................................... 35

Figure 14: Distribution Network Installation .................................................................................... 37

Figure 15: Natural Drainage Channel or Stream ............................................................................... 39

Figure 16: Terminal Pumping Station ............................................................................................... 39

Figure 17: Waste Stabilisation Ponds ............................................................................................... 40

Figure 18: Proposed Site of Treatment Plant Extension .................................................................... 65

Figure 19: Treatment Works Site showing Second Filter & Clariflocc Tank ........................................ 66

Figure 20: Layout plan, showing location of proposed Service Reservoirs ........................................ 67

Figure 21: Layout of proposed Clear Water Rising Mains ................................................................. 68

Figure 22: Map Showing Sewerage Districts in Harihara ................................................................... 78

Figure 23: Map Showing Sewerage Districts (in Purple Colour) Considered in the KISWRMIP ........... 82

Figure 24: Map Showing Proposed Sewerage Network for NSD1 Under KISWRMIP .......................... 83

Figure 25: Map Showing Proposed Sewerage Network for NSD3 Under KISWRMIP .......................... 84

Figure 26: Map Showing Proposed Sewerage Network for SSD2 Under KISWRMIP .......................... 85

Figure 27: Sewerage Concept Plan Which Includes KMRP and KISWRMIP Proposals ........................ 86

Figure 28: Legend for the Sewerage Concept Plan Shown Above ..................................................... 87


xiii

List of Tables

Table 1: National Service Level Benchmarks for Water Supply Services ............................................ 21

Table 2: National Service Level Benchmarks for Wastewater Services .............................................. 22

Table 3: River Intake Pump Sets ....................................................................................................... 24

Table 4: High Lift Pump Duties ......................................................................................................... 27

Table 5: Water Connection Details................................................................................................... 34

Table 6: CLIP Proposals .................................................................................................................... 42

Table 7: Typical Operational Activities ............................................................................................. 43

Table 8: Typical Maintenance Activities ........................................................................................... 43

Table 9: Staff Available for UWSS Activities ...................................................................................... 44

Table 10: Proposed Land Use ........................................................................................................... 46

Table 11: Growth in Population ....................................................................................................... 46

Table 12: Per Capita Design Consumptions ...................................................................................... 48

Table 13: Asset Life & Design Parameters ........................................................................................ 50

Table 14: IS Codes for Relevant for Wastewater Systems ................................................................. 51

Table 15: Design Horizon Years for Wastewater System .................................................................. 52

Table 16: Details of Peak Factors Considered ................................................................................... 52

Table 17: Scope of Proposed Schemes ............................................................................................. 54

Table 18: Water Supply Demands and Capacities until 2046 ............................................................ 55

Table 19: Raw Water Quality ........................................................................................................... 62

Table 20: Abstraction needs and Pumping Capacities ...................................................................... 63

Table 21: Gap in Water Demand for Treatment Plant Capacity ........................................................ 64

Table 22: Demand Gap assessment – For Capacity of Service Reservoir ........................................... 66

Table 23: Details of Proposed Strategic Network ............................................................................. 69

Table 24: : Pipe Lengths by Zone ...................................................................................................... 69

Table 25: Suggested Pipe Length proposed for Rehabilitation and new .......................................... 70

Table 26: Required Bulk Meters ....................................................................................................... 70

Table 27: Household Connections .................................................................................................... 71

Table 28: Return to Sewer Flows and Wastewater Treatment Capacity until 2046 ........................... 72

Table 29: Wastewater Design Limitations ........................................................................................ 72

Table 30: Types of Bedding for Sewerage System ............................................................................ 76

Table 31: Projected Population and Wastewater Flows in Each Sewerage Sub-District of Harihar .... 79

Table 32: Design Flows at Existing Pumping Stations Constructed Under NRAP ................................ 81

Table 33: Design Flows of Proposed Pumping Stations within the STP Premises ............................... 81

Table 34: Details of the Lift Station for North Sewerage District 3 .................................................... 83

Table 35: Details of the Lift Station for South Sewerage District 2 .................................................... 85

Table 36: Scope of Works for Water Supply Project Components..................................................... 92

Table 37: Scope of Works for Wastewater Collection Project Components ...................................... 94

Table 38: Scope of Works for Wastewater Treatment Project Components ..................................... 96

Table 39: Derived Cost for Pipeline Works ....................................................................................... 96

Table 40: Cost Estimates for Water Procurement ............................................................................ 98

Table 41: Cost Estimates for Water Supply and Distribution............................................................. 98

Table 42: Cost Estimates for Wastewater Collection ...................................................................... 100

Table 43: Total Required Capital Investment.................................................................................. 101


xiv

Table 44: O&M Costs ..................................................................................................................... 102

Table 45: Packaging of Work Elements .......................................................................................... 104

Table 46: Remaining Tasks ............................................................................................................. 105

Table 47: Implementation Programme .......................................................................................... 107

Table 48: NRW Reduction Schedule ............................................................................................... 109


15

1 Introduction

1.1 Project Background Karnataka is one of the fastest growing and one of the most water-stressed states in India. Problems

in ensuring adequate supplies of good quality water will be further exasperated by the 40% increase

in public water supply demand forecast between 2000 and 2025. Without access to adequate

supplies of potable water, economic growth is threatened.

Across the state, water supply and wastewater systems suffer from under-investment and are not

able to provide the level of customer service desired by the State Government.

Water supplies are intermittent, and insufficient capacity is provided to meet demand. Frequently,

supplies are not daily and, when available, provided only for limited periods. There are serious

economic consequences to families due to the need to purchase tanker or bottled water, and due to

the need for people to be available at a tap, when water is supplied. The hardship falls particularly on

the poor, rural and disadvantaged. Women are particularly affected.

Non-revenue water levels can be assumed to be high. Yet, without adequate metering of flows, a

proficient water audit is not possible to determine the true extent of the problem, and remedial

programmes instigated.

Wastewater collection and treatment systems are either non-existent or poorly maintained. The

absence of a proficient central wastewater system, and treatment, leads to contamination of shallow

ground water supplies, and a risk to public health. As a result of the deficiency in water availability,

untreated sewage is commonly taken for irrigation.

The Urban Local Bodies (ULBs) are the statutory entities responsible for water and wastewater

service delivery. The ULBs are under resourced without either capacity or capability to operate and

maintain the systems trusted to them. Tariffs are inadequate to finance operation and maintenance

(O&M) of the assets and facilities which are often at the end of their useful life, prematurely.

There is no central coordination leading to capital inefficiencies. There is no Karnataka Water Sector

Master Plan, nor any prioritisation of sector schemes based upon a business need.

If the issues associated with poor water management in the state are not resolved economic growth

will be stunted; public health will deteriorate and water resource disputes will escalate.

Within the context of an Integrated Water Resource Management approach (IWRM), the Asian

Development Bank (ADB) has initiated, with the Government of India, the PPTA-7954 IND:

“Karnataka Integrated and Sustainable Water Resources Management Investment Programme”. A

component of the TA is the selection of subject MFF Tranche-1 citys for UWSS investment, following

the preparation of UWSS Feasibility Studies.

Following a selection process1 agreed with stakeholders, the citys of Davangere, Ranebennur,

Byadagi and Harihar have been approved by the stakeholders to be the subject Tranche-1 citys. The

Feasibility Studies are embracing of all aspects of UWSS in the subject citys, with emphasis on IWRM

and opportunities for public/private partnerships. One of the reasons for the selection of the citys is

that they are in close proximity to each other and, collectively, provide a customer base of sufficient

size to interest international experienced contractors in the O&M of the facilities.

1 For full details of the selection process, see Volume 1: Road Map and Strategic Investment Plan

TA 7954–IND: KISWRIP Final Report: Annex 3 – Harihar Feasibility Study December 2012

16

In association with the Feasibility Studies, the Environmental, Social and Property & Social

Development Surveys and a financial management assessment of the ULBs have been prepared, in

accordance with ADB procedures.

1.2 Socio-Economic Background Harihar is located in the Davangere District of Karnataka, almost at the geographical centre of the

State. The city is situated on the banks of the River Tunga Bhadra on national Highway 4 (Puna –

Bangalore) approximately 275 km north of the state capital Bangalore and 14km from Davangere.

The city has good road and rail connections to major conurbations both in the state and neighbouring

states and is also near to the major religious and historic centre of Hampi, the Tungabhadra Dam and

the industrial centre of Hospet.

Figure 1: Location Map for Harihar and Other Sub-project Towns/Cities

Harihar, which is in close proximity to the other Tranche-1 citys as shown in the map, is a City

Municipal Council with a population approaching 100,000, including adjacent villages, and is classified

as a Class II city. Harihar comprises a total area of 7.77km2 with thirty-one municipal wards.

The economy of the city is dependent on trade and commerce, but it also possesses medium scale

industries such as the Harihar Poly-Fibre Factory. In the region, there are a number of other light

engineering and small manufacturing industries, and a brick manufacturing industry.


17

Figure 2: Street Scenes in Harihar

Note the roadside gullies

Agriculture is a major employer in rural areas with the principal crops being ragi, jowar, pulses and oil

seeds.

The city has a high religious importance and benefits from a high influx of pilgrims/ tourists from all

over the country, particularly to visit the Harihareshwara temple – Section 1.5.

Figure 3: Harihareshwara Temple

1.3 Climate Harihar is located in Central Dry Zone as per Agro Climatic Zone classifications in the State.

The city experiences extreme dry climatic conditions with summer temperatures varying from 40°C to

43°C and a winter minimum of 17°C to rising to a maximum of 20°C.

The South – West Monsoon winds brings rainfall from June to September while the North – East

monsoon winds delivers further rainfall from October to December. The average annual rainfall

received by the city is 680 mm.


18

Figure 4: Average Rainfall in Harihar

Figure 5: Average Temperatures for Harihar

1.4 Topography The Consultants for the DPR prepared a detailed topographical survey for Harihar CMC. The

following were the main observations:


19

� The city is spread over an area of 7.77 sq. Km;

� The total length of roads maintained by the Municipality is reported as 117 km;

� Total road length within CMC limits, as specified by the ULB, is 102 km

� Maximum and Minimum elevations are 550.48 m and 528.48 m at the eastern and western

ends of the city, respectively

Topography is plain and slopes gently towards the river in the west. The predominant soil type found

in this region is red sandy loams while shallow to deep black soil in the remaining areas. The principal

crops grown here are ragi, jowar, pulses and oil seeds.

As per the seismic zoning map of India, Harihar City falls under Zone II, which is the lowest earth

quake risk zone in India. This zone is termed as “low damage risk zone”.

1.5 History, Culture & Tourism Harihar is an ancient city located on the banks of Tungabhadra River. According to legend this spot

was the capital or stronghold of a giant named Guha or Guhasura. The giant, having by his penance

obtained from Brahma the boom of exemption from death at the hands either of Hari (Vishnu) or of

Hara (Siva), become in consequence such a tormentor of gods and men that Vishnu and Siva, in

order to counteract the spell, combined into one form of Harihar and destroyed him. The descent of

this incarnation was at Kudalur, the confluence of the Tungabhadra and the Haridra..

Harihar has a rich history of around 1500 years. Predominantly it had been ruled by Hoysalas,

Chalukyas of Badami, Cholas, Pandyas, Rashtrakootas, Kaalachooryas, Kings of Vijayanagara,

Moghuls and Peshwas. Stone Literatures of Hoysalas, Chalukyas and Kings of Vijayanagara had

been found in this place. In 12th century, Hoysala rulers built temple for Sri Harihareshwara. This

temple is famous for its rich sculptural works and architecture. Every year during the month of

February, Car Ceremony (Brahma Rathotsava) of Sri Harihareshwara is celebrated with great

enthusiasm and thousands of tourists visit the city. With its religious importance, Harihar is also

known as "Dakshina Kashi". Harihareswara Temple, situated in the centre of the city, is a protected

monument under the control of Archaeological Survey of India.

Rayara Matha (Raghavendra swami temple on the banks of Tungabhadra) is another important

religious place in Harihar.


20

2 Socio-Economic Status

2.1 Customer Survey As a component of the Feasibility Study, a multi-stage, stratified systematic sample survey of 422

households was undertaken, achieving a 95% confidence interval and 5% margin of error, with

proportionate representation of slum and non-slum households.

The main Report of the Safeguard Expert is to be found in Annex 6 of the Draft Final Report. The

following is a short summary to outline the affordability of UWSS service charges to the people of

Byadgi, particularly the disadvantaged.

2.2 Willingness to Pay for Water Supply Services A significantly large majority, greater than 81% of sample connected (203) and unconnected (219)

households expressed willingness to pay for improved water supply service. The mean willingness to

pay for improved water supply expressed by more than 71% of connected and unconnected

households who are willing to adopt metered individual connections is Rs. 9.6 per cubic metre and

Rs. 7.7 per cubic metre, respectively. About 54% unconnected households would prefer shared or

public taps and are willing to pay between Rs. 55-60 per household per month for improved service.

2.3 Willingness to Pay for Sanitation Services Out of 222 households possessing individual toilets without UGD access, 51% would opt for a UGD

connection and only 53% of these are willing to pay connection charges. Of the 164 sample

households without access to individual toilets, 46% (76 households) would prefer individual toilets

with UGD and are willing to pay a nominal connection charge of up to Rs. 750. A total of 117 (52%)

households out of 225 households having or preferring UGD are willing to pay a monthly charge for

UGD. Vulnerable households with very low affordability would prefer public toilets, for which they are

willing to pay Rs. 55 per household per month.

2.4 Affordability and Vulnerability Among 219 unconnected households (water supply), seventeen households (8%) are highly or

moderately vulnerable, with low or very low affordability. Such households cannot bear either

connection or user charges and will need special waiver/subsidy. Another 145 (66%) unconnected

sample households have low vulnerability or are not vulnerable but have low or very low affordability;

such households cannot bear connection charges but are likely to be able bear subsidized user

charges. Out of 164 households without individual toilets, 86 (52%) households are vulnerable and 74

households (86%) of them have either low or very low affordability. Out of 222 households having

unconnected individual toilets, 81 households (37%) are vulnerable and 48 households (59%) among

them have low or very low affordability


21

3 Existing Customer Service Levels

3.1 Water Supply Currently water supply within Harihar is intermittent and varies across the city. The majority of the

wards are reported to receive one to two hours supply every day, whilst others receive two to three

hours, alternate days. The situation is less than desirable in that the amount of water available to

consumers is limited and the prolonged periods during which customers have to store water leads to

significant deterioration of its quality, exasperated by the warm climate and a lack of customer

understanding of the need for hygienic storage facilities. There is an increased risk of contaminated

groundwater entering the water network when the mains are de-pressurised; a risk made greater by

the accepted poor condition of the network and lack of maintenance.

The current per capita volume made available to customers is assessed at 84litres/head/day,

compared with the State of Karnataka design standard of 135litres/head/day for a City Municipal

Council – see Table 13: Asset Life & Design Parameters. Without metering facilities, the assessed

figure can only be taken as indicative, and is an average.

Supply periods for individual areas are based on the availability of water from the treatment works and

are commenced and ended by the operation of control valves at the works, storage sites or within the

network. As far as we can understand, there is no formal regulation for the valve operations which can

lead to an unfair distribution of water, not helped by the fact that those in the lower areas of the city

tend to have a longer supply than those on higher ground.

Table 1: National Service Level Benchmarks for Water Supply Services

Sl.N Name of the Indicator Benchmark

1 Coverage Of Water Supply Connections 100%

2 Per Capita Supply Of Water 135 Litres per Capita per Day

(lpcd)

3 Extent Of Metering Of Water Connections 100%

4 Extent Of Non Revenue Water (NRW) 20%

5 Continuity Of Water Supply Continuous (24 x 7)

6 Quality Of Water Supplied 100%

7 Efficiency In Redressal Of Customer Complaints 80%

8 Cost Recovery In Water Supply Services 100%

9 Efficiency In Collection Of Water Supply Related Charges

90%

3.2 Wastewater There is no existing underground sewerage system in the Harihar city. The roadside drains and

streams collect sewage and wastewater from the city. There are three streams/ nalas flowing in the

city which drain towards West. The names of the streams/ nalas are Goudarageri nala, Matha nala

and Kirloskar nala. These streams join Tunga Bhadra River, which flows on the Western periphery of

the city.


22

The streams/ nalas carrying wastewater from the city are in very poor and unhygienic condition.

streams pose health and safety risk to the residents of the city, particularly to the poor communities

and children. Therefore, it is imperative to provide underground sewerage system in Harihar city.

The extent of the areas covered under on going KMRP and current KISWRMIP are discussed in the

subsequent chapters.

The proposed KMRP and KISWRMIP projects in Harihar will help to achieve service level

benchmarks in near future. The wastewater system and other components of the sanitation program

are planned and designed to achieve desired service level benchmarks in Harihar. The national

service level benchmarks for the wastewater services are as follows.

Table 2: National Service Level Benchmarks for Wastewater Services

Sl.N Name of the Indicator Benchmark

1 Coverage of Toilets 100%

2 Coverage of Sewage Network Services 100%

3 Collection Efficiency of the Sewage Network 100%

4 Adequacy of Sewage Treatment Capacity 100%

5 Quality of Sewage Treatment 100%

6 Extent of Reuse and Recycling of Sewage 20%

7 Efficiency in Redressal of Customer Complaints 80%

8 Extent of Cost Recovery in Sewage Management 100%

9 Efficiency in Collection of Sewage Charges 90%


23

4 Existing Water Supply System

4.1 Background Harihar used to receive its supply previously from an intake close to the Treatment plant, on the bank

of the river. The surface run-off of the city discharged just upstream of the intake point resulting in

pollution of the river water. With increased pressure of the population and consequent deterioration of

the river water quality, a comprehensive water supply scheme (under AWSS) with the river Tunga-

Bhadra as source was contemplated.

The Tunga-Bhadra River WS scheme was commissioned in 2003 and was designed for an ultimate

population of 1,300,00 (Design Year - 2021) and is in operation presently. With the commissioning of

the new Water Supply scheme, the existing intake and Water Treatment Plant, has been abandoned.

Figure 6: Layout plan showing present Bulk WS arrangement in Harihar

4.2 Water Treatment Facilities

4.2.1 Raw Water Sources

Harihar is supplied by both surface water, from the River Tundra Bhadra, and ground water sources.

The original river intake was adjacent to the water treatment site. Due to the discharge point for

surface water run-off and sewage effluent being just upstream from this point, the water became

contaminated. As a consequence and with the need for increased capacity to serve a growing

population, a new intake from the River Tunga Bhadra was constructed at Kawalettu village; a

distance of 5km from the city.

The present water treatment works capacity is reported as 9Mld.

Ground water sources include 228 boreholes. Of these, 108 are fitted with a power pump and the

remaining bore wells with hand pumps. It is estimated that the boreholes contribute approximately

1Mld.

Existing Intake

at Kavalettu

WTP - Harihar

Water Storage

at M/s Grasim

Industries Ltd.

Harihar

Kumarapatnam Old Intake & WTP


24

4.2.2 River Intake Works

The Head works for Harihara are located at Kawalettu, at a distance of 5.0 Kms from the town. The

head works at Kawalettu include one 4m diameter intake well and an 8m diameter circular jack well

with an overhead pump house.

Figure 7: Kawalettu Intake Pumping Station

The intake pump room presently houses 2 vertical turbine pumps to deliver raw water to the water

treatment works. An additional pump of the same specification is being installed. Pump details are

presented below.

Table 3: River Intake Pump Sets

Component Pump - I Pump - II Pump - III

(Being installed, June 2012)

Discharge 578 Cum/Hr 578 Cum/Hr 578 Cum/Hr Head 40 m 40 m 40 m

One pump is operated, with the other as stand-by. The required 9.0Mld can be delivered to the

treatment works using the existing pumps, as any one of the pumps are capable of delivering the

required volume over 16 hours.

The two existing pumps appear to be in reasonable operating condition, and typical of that found in

such locations in India. The absence of maintenance records prevented us making a proper

assessment of serviceability and asset failure history.The reliability will be increased with the additon

of the new, third pump. The level of inspection and maintenance of these vital assets is consistently

poor, due mainly to the shortage of manpower and equipment. Record keeping is limited with regard

to pump operating hours, flows and pressures etc., and to maintenance activities. We assume from

our discussions with operational staff, that there is no work planning for the maintenance of the

pumps and ancillary equipment.

The flows out of either station are not metered.

Safety precautions at the site and security were poor.

Significant problems are encountered with the reliability of the power supply. No stand-by power

generation is available at the site. As a result, the station has to operate almost continually when

power is available, to make up the volumes lost.

4.2.3 Raw Water Transmission Main

The raw water rising main from Kawalettu is 500mm diameter prestressed concrete pipe for the first

0.9Kms and mild steel for the remaining 4.2Kms. Based on visual inspection, the transmission main,

seems to be in reasonably good condition.


25

Based on a visual inspection of the above ground sections, the pipeline appears to be good condition.

The level of inspection and maintenance of this vital asset is poor, due mainly to the shortage of

manpower and equipment. The importance of this pipeline, and others serving a similar function,

means that they should be subject to regular inspection and maintenance and timely remedial actions

where required. No actions of this nature are taken, and many of the leaks have obviously been

running for a long time. The pictures below illustrate some of these issues.

Figure 8: Examples of Losses from Transmission Main

4.2.4 Harihar Water Treatment Works

4.2.4.1 Works Capacity and Treatment Process

The Water Treatment Plant has a design capacity of 9Mld and is located at the same site as an

original abandoned works. The present plant is a conventional unit using coagulation, settlement

followed by rapid gravity sand filtration. The following are the main process stages:

� Cascade Aerator;

� Raw Water Channel with Parshall Flume;

� Coagulant Solution Preparation Tank & Flash Mixer;

� Clariflocculator

� Filter Beds (4 Nos.);

� Chlorination Unit housed in Filter House

� Back Wash Tank

� Treated Reservoir, and

� High lift Pumphouse


26

Figure 9: Aerial view of Harihar Water Treatment Works

The raw water from the intake pumping station is discharged into the cascade aerator. The water

flows through a Parshall Flume to measure the flows, and a coagulant makeup and dosing facility is

provided to dose the raw water with alum. The chemical house along with the chemical dosing

system is left un-used. Chlorination is not operated continuously.

There is no provision to recycle the filter backwash or means to clear sludge from the clariflocculator

is provided. There is no stand by generation facility to maintain production in the event of a power

failure. Whilst here is no measurement of “water into supply”, the flow through the works can be

measured at the Parshall Flume, as an indication.

4.2.4.2 Sludge Disposal

The Clariflocculator removes suspended solids from the raw water and the resulting sludge is

periodically removed from the bottom of this tank. De-sludging only takes place occasionally, typically

monthly in dry weather, and sludge slurry is discharged to drain and thence back to the nearby river.

There is no sludge dewatering facility or storage area provided on the site.

4.2.4.3 Issues associated with the Treatment Works

In addition to the process issues raised above, our main concern is with the O&M of the treatment

works, and other associated facilities. There is a lack of planned maintenance or of an asset inventory

with asset histories, upon which replacement decisions can be made. Generally, for all facilities there

is a lack of data collection, and of the recording and monitoring of the data that is available.

The majority of plant is old, past its reliable life and in need of replacement. The problem with the

irregularity of the power supplies needs correction with the provision of stand-by generators.

Site staff seemed uninformed about the processes and operation of the plant for which they are

responsible. Safety and site security are other causes for concern that need urgent attention.

There is no stand by generation facility to maintain production in the event of a power failure.

4.2.4.4 Clear water Reservoir and Clear Water Pump House

There are two clear water storage reservoirs. One is an RCC sump constructed with the old water

supply scheme, and another is a GLSR that was constructed under the New Tunga-Bhadra river

Water Supply Scheme. A clear water pumping station is located within the treatment plant site.


27

There are four pumps of 100 HP capacity (Pump-I to IV). Two 150 HP pumps are installed in a new

pump house (Pump-V and VI). The 100 HP pump supply directly to the overhead reservoirs, whereas

the 150 HP pumps, with higher head are used to directly supply to the newly developing areas of

Amravati Colony, Jaibheema Nagar etc at the far end of the town, by direct pumping.

Table 4: High Lift Pump Duties

Component To service reservoirs in Harihar Developing Areas

Pump –I Pump - II Pump -III Pump -IV Pump –V Pump –VI

Discharge 290Cum/Hr 290Cum/Hr 290Cum/Hr 290Cum/Hr 252Cum/Hr 252Cum/Hr

Head 54 m 54 m 54 m 54 m 90 m 90 m

Figure 10: Harihar Treatment Works Pumping Station

4.3 Clear Water Transmission main Treated water is pumped to eight elevated service reservoirs

2 (ELSR) located in different parts of the

city with the exception of the ELSR at Vidya Nagar “C” Block which receives its water by gravity from

Indira Nagar ELSR. The IB Tank ELSR is located in the compound of the treatment works. The ELSR

is used to supply water for filter back washing. A schematic is provided in the following diagram.

2 In line with common practice, the term “reservoir” is used to also apply to elevated storage tanks (ELSR)


28

Figure 11: Strategic Network

4.4 Water Storage Facilities The storage capacities in Harihar comprise elevated tanks, at the locations shown in the following

table of photographs. The brief comments regarding the condition and serviceability of the facilities

are based on a preliminary visual inspection from ground level. The names used are those provided

by local staff.

Clear Water

Sump

+

FILTER HOUSE

9.0 Mld WATER TREATMENT UNIT

ELSR Rajaram Colony

OH

ELSR Indira Nagar

OHT

ELSR Vidya Nagar “C” Blk

OH

ELSR DRM College

OHT

OHT

450mm PSC ELSR Court Tank

ELSR Labour Colony

OHT

ELSR Haralapura

OH

ELSR Ashraye Colony

OH

375mm PSC

375mm PSC

200mm CI

200mm CI

200mm CI 375 mm PSC

200mm CI

100mm CI

200mm CI

160mm PVC

200m

m CI

OH

ELSR IB Tank

200m

m CI

450mm PSC Direct Pumping


29

Sl. Nos

Reservoir Name Capacity Areas served Comments

1 IB Tank 900 Kl Bharanpura, Makan area, Kote Area, Tegin keri, Mettilu hole Rasta, Badigera oni, Hospete Beedi, Bamboo Bazar, Lohar Mohalla, Imam Mohalla, Laduaoni

Adjacent to WTP. Condition appears good

2 Haralapura Colony Tank

900 Kl Vijaynagar, KR Nagar Tipu nagar, Keshav Nagar, Banglabadavane and Old Haralapura

Condition appears sound

3 Labour Colony Tank 100 Kl Hamsagara Compund, Labour Colony Condition appears sound


30

Sl. Nos


4 Ashraye Colony Tank 900 Kl Hamasagar Compund and Ashraye Tank Condition appears sound


31

Sl. Nos


5 Court Tank 900 Kl Gandhinagar, Bharat Oil Mill Compound, Naduval pete, Doddi Beedi, Bharam pura Temple Road, Janata Bazar, Bahar Makan, Part of PB Road, Havalade beedi, Maratha galli

Extremely poor condition. Several visible leaks from tank and associated pipework

6 DRM College Tank 900 KL

1st, 2nd, 3rd , 4rth and 5th Main of High School Extension, Kailash Nagar, Haralakere, Ganagnagar, Kailash Nagar, Ayappa Colony, Tunga bhadra Colony, Ghousia Colony and Adi Shakthi Nagar and Mochi Colony

Condition appears sound


32

Sl. Nos


7 Rajaram Colony Tank 450 Kl Benki nagar, Prashant nagar, Nee Katj Nagar, Benki Nagar (part) Condition appears sound Signs of minor leakage from tank

8 Indira Nagar Tank 900 KL Indira Nagar, Blk –A, B and C of Vidyanagara,Matti Verrappa Kana, Part of Ayappa Colony, Tunga-Bhadra Colony, Irrigation Quarters

Poor condition


33

Sl. Nos


9 Vidyanagar 'C' Block 50 Kl Vidyanagar 'C' Block Condition appears sound

Figure 12: Storage Reservoirs


34

We were unable to locate any documented regular cleaning programme or procedure for the storage

facilities. Some ULB staff interviewed indicated that the tanks were cleaned. Further discussion

suggested to us that this appears to consist of draining tanks to wash out deposits and then refilling,

rather than a full cleaning, spraying and chlorination programme.

Integrity of the water quality, safe access, site security, fencing and site notices are issues to be

addressed at most, if not, sites.

4.5 Distribution Network The existing WS Distribution Network mainly comprises of uPVC pipes ranging from 90mm to 160mm.

The pressure rating of the uPVC pipes varies from 4Kg/cm2 to 6 Kg/cm

2. The uPVC pipes are jointed

with cement solvent.

A precise total distribution network length is not available, but is believed to be around 70Kms. The

total length of road network is assessed to be 102Kms. As such there is a substantial gap in coverage

of road length of pipeline network. An estimated twenty-two to twenty-five leaks, significantly on the

uPVC, are repaired each month.

In some of the older parts of the city, cast iron pipes have been used and the condition of the pipe

network in these areas is reported to be better. Since there is no system of maintenance activity or

condition reporting, the serviceability of the existing network cannot be assessed with any degree of

confidence.

Information provided by the ULB's indicated that all residents have access to a drinking water supply,

albeit many of them through use of a public stand post.

Table 5: Water Connection Details

Connections (No.)

Domestic Non

Domestic Industrial Stand Posts

6,643 103 0 None reported

From the table, the frequency of connections can be deduced as a connection every 12m.

The Harihar CMC has installed 122 Domestic Water Meters on Commercial Connections, which is

initiated on a pilot basis.

Based on anecdotal information, the existing distribution zones are illustrated below:


35

Figure 13: Existing Water Supply Command Areas

Area Served by Ashraye

Colony Tank

Area Served by

Labour Colony Tank

Directly served

by pumping

Area Served by

Harlapura Tank

Served from

IB Tank

Served from DRM

College Tank

Served from Indira Nagar

Served from Rajaram Col

Served from Vidya Nagar “C”

Court Tank


36

Water is supplied from the service reservoirs for one to two hours each day between 5am and

midday. Supplies to some of the remote and newly developing areas are provided by direct pumping

from the water treatment plant. Customers connected to the pumping mains have longer supply

hours.

We understand that the existing distribution network has been designed and constructed under the

supervision of the ULB engineers. No records or maintenance information is available about the

location and condition of the pipes or of the ancillary equipment that comprises collectively the

network. There would appear to us to be no regular maintenance of flow control and other equipment.

Leak detection is passive, responding to events rather than proactive.

A specific condition assessment survey is required to establish network serviceability and to identify

those sections in need of investment.

4.5.1 Condition and Maintenance of the Distribution Network

The primary concerns with the distribution network are:

� The quality of workmanship employed for the construction and maintenance of assets;

� The lack of plans showing the location of networks, and a GIS. The lack makes the planning

of extensions difficult, results in duplication of pipelines and does not support the

maintenance of existing assets, and

� The absence of a recording system for work performed on the network, and an asset history

upon which a mains replacement programme can be formulated.

No inspection regime is in place to monitor the integrity of the underground assets or to identify

maintenance needs.

The majority of the distribution network is uPVC, with pipes being jointed using solvent cement

techniques. This material is relatively inexpensive, light to handle and straightforward to install. If it is

not handled carefully during installation, damage can be caused that is initially not apparent but which

manifests itself in a catastrophic failure at a later date following pressure fluctuations, heavy traffic

loading etc.

The use of solvent cement jointing techniques in an open trench environment is notoriously difficult

because of the need for absolute cleanliness to prevent contamination of the jointing surfaces. This

may well be the cause of the high number of failures of uPVC pipes, particularly at joints and points

where house connections have been made. The lack of record keeping procedures for maintenance

activities means that there is no documentary evidence to support this but the anecdotal evidence

from all ULB's is consistent.

Once again the potential for failure may not be apparent when the joint is made but the poor quality

control of jointing techniques is probably the major cause of failure at these points leading to

subsequent failures.

House connections are made using a mixture of pipe materials including a uPVC saddle, galvanised

iron riser pipe, valve and elbow and threaded uPVC pipe. Mixing pipe materials is not considered

best practice because of the differing rates of expansion and contraction that can result in future

leakages. The use of galvanised iron for underground pipes is poor practice because it is highly

prone to corrosion and the use of rigid uPVC threaded into the connection point to the main provides

no flexibility in case of ground movement caused by traffic loading.


37

4.5.1.1 Observations from Site Visit

As shown in the pictures below, that were taken during a site inspection, the installation techniques

are not up to modern standards. The issues illustrated in the pictures below, although taken in

Byadgi, are representative of those to be found in Harihar. The photographs show a pipeline being

installed by a local contractor.

Figure 14: Distribution Network Installation

Concerns highlighted by the photographs include the:

� Unsatisfactory pipe storage on the roadside with risk of damage and contamination;

� Complete lack of bedding material to surround the pipe;

� Proximity of an open sewer presenting the risk of contamination of the pipe;

� Depth at which the pipe was being installed;

� No safety barriers or other warnings to the public, and

Congestion of the trench with other pipes making future maintenance and repair more difficult.

The difficulties encountered with finding a good route and maintaining joint cleanliness are clearly

evident from these photographs.

The pipe shown is 160mm diameter and is manufactured to IS 4985. This allows for a variation in

pipe diameter of 0.8mm. Using solvent cement joints under these circumstances increases the risk of

failure because the technique requires the spigot to be a close fit in the socket.

The pressure rating of the pipe shown is 6bar. With the current operating pressures well below this

level, primarily because of the intermittent supply regime, this should be sufficient. However, it was

repeatedly stated that fluctuations in pressure as a result of valve operations caused pipe failures. As

a continuous supply is made available and pressures increase, low pressure rated pipes will be at

increased risk of failure with the consequential adverse effect on both the service to customers, and

for non-revenue water levels3.

3 A pipe rated at 6bar should, if laid correctly, be capable of withstanding pressures of up to 9bar – the site test pressure,

possibly higher. If the introduction of a continuous supply is managed to maintain pressures at the minimum necessary to

supply building, the effect might be mitigated. To further reduce the risk, wherever possible, distribution mains should be

gravity, rather than pumped.


38

A further cause of concern is the quality of workmanship during the installation of pipelines. As can be

seen from the pictures, the trench environment is congested making it impossible to properly store the

pipes, and to lay them in a straight line. The resulting bends, albeit slight, place stress on the pipe

wall and make it more prone to failure. No bedding material is used to militate against this by keeping

hard/abrasive materials away from the pipe wall.

Incorrect storage can cause damage to the pipes and contamination.

4.5.2 Recommendations for the Pipe Laying and Maintenance

The following apply to transmission and distribution mains.

Materials must be selected on the basis of whole life cost. The correct material must be selected to

deliver high quality services consistently. The pipe laying specification must be comprehensive and be

strictly enforced if the full asset life of a main is to be assured, and the full benefit of the investment

achieved. From our observations, there is not adequate site supervision as pipes are laid.

We were unable to witness any hydraulic testing of newly laid mains or of the necessary cleaning,

sterilisation and sampling before a new main goes into service. From the work seen, we are

concerned that these actions might not be performed in accordance with best practice.

The policy of using cement covered mild steel pipe for transmission lines should be reviewed as the

coating material is highly susceptible to cracking during transport and installation. This exposes the

steel tube to corrosion and as this is only has a relatively thin was thickness it quickly results in pin

holes and escapes of water.

The current preference for uPVC distribution pipes may not be the most efficient bearing in mind the

high levels of failure currently experienced. HDPE homogenously welded may be a suitable

alternative for both distribution mains and house service connections. As a welded pipe material,

there are no joints to leak and so the material should have lower losses. However, jointing HDPE is a

specialist skill and, if the benefits of the higher cost are to be achieved, experienced and qualified pipe

layers and jointers must be employed.

From the evidence available during the site visits and from local staff interviewed the existing network

is in very poor condition. As a consequence, in order to efficiently deliver the required standards of

service, the majority of the existing network will need to be replaced. In view of the high cost, before

embarking upon full scale replacement programme, we recommend a survey of the existing network

to confirm those elements that require replacement, and their priority – see Section 9.5.5.

We would recommend that the survey be part of a sub-project for the preparation of a full UWSS

asset survey and asset inventory. We would also recommend that (i) a GIS be considered and (ii) for

a computer network model to be produced to verify the size of pipes required, for pump optimisation,

for NRW reduction activities and for emergency response planning.

These and other more specific recommendations for the O&M of the network are made and

elaborated within the “Final Report Volume 1: Road Map & Strategic |Investment Plan”.


39

5 Existing Wastewater System

5.1 Wastewater Collection There is no existing underground sewerage system in Harihar to collect wastewater from the

properties. The sewage and sullage from the properties including septic tank effluent is being

discharged into existing roadside drains and natural streams. The drains and streams carry dry

weather flow as well as storm water flows. Sewage and sullage flowing through these drains and

natural streams ultimately discharge into the River Tunga Bhadra.

Figure 15: Natural Drainage Channel or Stream

Under the National River Action Plan, the drainage channels have been intercepted and wastewater

is being pumped to the wastewater treatment works.

Figure 16: Terminal Pumping Station

Two pumping stations and 2.4km long interceptor sewer transfer the wastewater to a stabilisation

ponds located near Kirloskar Institute of Management Studies. The second pumping station, Figure

16, is located on the treatment site and includes a 25mm coarse hand raked screen, upstream of this

pumping station. The screened sewage is pumped into the inlet of the stabilisation pond.

A sewerage scheme for Harihar city is currently being implemented under the World Bank funded

Karnataka Municipal Reforms Project (KMRP), as described in Section Error! Reference source not

found.. As per the DPR prepared under KMRP sewage from approximately 35% of the city area is

being intercepted and diverted to the STP.


40

5.2 Wastewater Treatment Plant The existing STP which was constructed under NRCP has a capacity of 8.84MLD. The process is

waste stabilisation ponds and the works consists of three waste stabilisation ponds followed by

maturation ponds, which was constructed by KUWS&DB in 2003.

Figure 17: Waste Stabilisation Ponds

The treated water is being discharged into a natural drainage channel and is used for irrigation by the

local farmers, although some untreated wastewater is diverted for irrigation before reaching the

treatment plant.

A pumping station, rising main and STP were constructed under National River Conservation

Program (NRCP) in the year 2003. The NRCP pumping station is to intercept the flows from the

stream and to divert the flows to the STP.

The existing rising main from the above pumping station is connected to the ridge manhole. The flows

from the ridge manhole are being conveyed by through gravity sewer up to the wet well of the PS

within the STP.

During heavy rains the spill weir of the diversion works in the stream will allow over flows to

downstream, which ultimately reaches Tunga Bhadra River.

The wastewater treatment stabilisation ponds are operating but at a reduced flow due to leakages

from the interceptor sewer. Additionally, due to the low flow, evaporation causes the levels in the

individual ponds to be sufficiently low for weeds to grow and further limit the effectiveness of the

treatment process.

Under the KMRP investment, stabilisation ponds will be rehabilitated to treat a flow initially of 8.8Mld,

with the potential to be able to treat 14Mld with the addition of aerators.

5.2.1 Re-Use of Final Effluent

The treated effluent from the maturation pond is of high quality and will continue to be recycled to

adjacent lands for irrigation.

5.2.2 Sludge Treatment & Disposal

Stabilisation ponds have the inherent advantage of producing very little sludge and require only a

short downtime of several days to remove the sludge from the anaerobic pond i.e. the first stage in

the treatment process. Typically, it is removed manually and taken to another part of the site for

collection by farmers. The sludge has been well digested at the bottom of the pond and is quite


41

mineralised. It is relatively odour free and needs no further treatment, including dewatering, before

storage.


42

6 Investment Proposals and Current Works

6.1 City Level Investment Programme (CLIP) Compared to the CLIP reports for the other Tranche-1 cities, the CLIP for Harihar has been

formulated differently. The information below has been extracted from the Harihar CLIP report and, for

clarity and consistency, placed in the same format as the other feasibility study reports.

The works contemplated under the CLIP, up to 2036, and the estimated cost is presented below:

Table 6: CLIP Proposals

Work Item Description of Proposals Estimated Investment

(Million INR) Construction of 17Mld water treatment plant

68.00

City water supply system distribution network, optimisation and strengthening

Rehabilitation of existing water supply network Expansion of distribution network Increased storage capacity Water service connections with meters

399.90

Sewer network Installation of 112 Km of sewers 260.40

Wastewater treatment works

Design, supply, construction, installation, testing, and commissioning of an 8.6 Mld stabilisation process treatment works

47.10

Citywide drainage rehabilitation and expansion

Installation of new drainage systems and rehabilitation of existing systems

1096.80

Total Investment (Million INR) 1,872.20


43

7 Institutional Capacity

7.1 Overview A water sector service provider’s operational activities are focused to:

� Deliver a service to consumers of the required standard, and

� Optimise the costs incurred in delivering the service.

Maintenance activities are performed to:

� Ensure that assets are capable of delivering the service to the required standard;

� Assets can be operated safely, and

� Prolong the efficient working life of assets

Managers and staff who carry out these activities need to be trained to ensure they are capable of

working in a manner that is efficient, safe and productive.

There are numerous specific operations and maintenance activities. These fall under generic

headings as listed in the following tables:

Table 7: Typical Operational Activities

Water Wastewater

Abstraction of water from sources Collection of effluent discharged by consumers

Treatment of water to defined standards

Transport of effluent to treatment sites

Storage of water to ensure continuity of supply

Treatment of effluent to defined standards

Distribution of water to consumers Disposal of effluent in a responsible manner

Operation of networks

Investigation / resolution of consumer complaints & enquiries

Performance monitoring and record keeping

Table 8: Typical Maintenance Activities

Water & Wastewater

Mechanical / Electrical maintenance (Pumps, motors etc)

Civil structure maintenance

Network maintenance

Performance monitoring and record keeping

The current situation in Harihar with regard to operations and maintenance is characterised by:


44

� Limited funds to operate and maintain assets;

� Insufficient water resources;

� Insufficient and poorly trained management and staff;

� Staff distracted by other duties such as road maintenance and construction;

� Limited equipment availability;

� Assets in poor condition;

� No planned maintenance of assets to minimise sudden failures;

� No records of activities carried out, and

� No network plans to guide staff.

There is no organisation structure, infrastructure or established practice for operations and

maintenance of water supply and sanitation services as priorities for the ULB are centred on the

construction of new assets rather than the efficient management, operation and maintenance of those

already in service.

It was not possible to collect any detailed information related to asset operation, inspection, repair and

maintenance. This makes it impossible to identify those assets that repeatedly fail and therefore

should be prioritised for replacement / rehabilitation.

The limited information that is available indicates that the number of mains repairs is increasing

significantly.

To implement improvements to this situation will require significant investment of time, money and

resources in addition to a commitment from all involved to the taking of difficult decisions and the

management of progressive enhancements over an extended period.

7.2 Organisation and Staffing Levels All staff responsible for the delivery of water supply and sanitation services are either employed

directly by the ULB or by contractors employed by the ULB. All managers responsible for water

supply and sanitation services have other duties which distract them from their WSS responsibilities.

This dilution of authority over management of water services is underlined by the table below that

clearly shows there are no engineering / managerial posts designated entirely to this function. The

supervisor of networks, which is a low grade task, is the first employee dedicated to management of

water services.

Table 9: Staff Available for UWSS Activities

Position ULB Staff Contractor

Staff No. of ULB staff

% of time on UWSS activities

AEE 1 60% JE (WS) 1 60%

Network Supervisor 1 100% Valve Operator 12 100% Pump Operator 16 100%

Mains repair team members 100% 10


45

No ULB staff members are directly employed for wastewater activities. In the event of a network

problem a local contractor is deployed on an 'ad hoc' basis.

7.3 Skills No formal training has been undertaken by any of the staff interviewed resulting in the majority of staff

operating UWSS systems not being qualified formally for the jobs they perform. Some knowledge has

been gained by experience and through information passed on by other members of staff. Skills have

been developed during hands on working, and learning by getting it wrong.

7.4 O&M Management Process As far as it was possible to ascertain, there is no formal management process. Activities can best be

described as “fire-fighting”, reacting to an event rather than there being any formal work planning or a

systematic approach.

There is no institutional data collection process for the purpose of monitoring and decision making.

7.5 Financial Status The financial status of the ULB is discussed in Annex 8.

7.6 Recommended Structure A recommended structure and establishment size is discussed in Section 0.


46

8 Design Criteria & Standards

8.1 Project Area The Davangere-Harihar Urban Development Authority has prepared a Master Plan for Harihar that

covers a total area of 21.0km2. The Plan includes the adjoining areas of Gutturu, Harlapura, Amravati

Village and Amravati Colony.

8.2 Land Use in Harihar Details of the Master Plan land-use pattern for Harihar, as proposed by the Davangere-Harihar Urban

Development Authority are presented below:

Table 10: Proposed Land Use

Land-Use Pattern Area (Km2) % Use

Residential 10.44 49.71%

Commercial 1.10 5.25%

Industrial 1.95 9.31%

Public & Semi-Public 1.11 5.33%

Parks, Play-ground and Open Space

2.19 10.47%

Public Utilities 0.20 0.96%

Transport and Communication 3.88 18.50%

Water Shed 0.10 0.48%

Total 20.97 100.00%

8.3 Population Projections Based upon the data within the CLIP, the population of the project area is expected to increase from

91,153 in 2011 to 146,166 in 2031 and to 177,967 by 2046. Intermediate populations and the growth

rates are shown in the following table.

Table 11: Growth in Population

Year Population Growth Rate

2011 91,153

4.1%

2016 111,302

1.50%

2012 120,022

2.30%

2026 134,704

1.60%

2031 146,166

1.10%

2046 177,967


47

The increase between 2011 and 2016 is due to the inclusion of the peri-urban area into the project

area.

8.4 Design Horizon Considering that current water supply improvement works are to be completed by end of 2015, the

base year for proposed works has been taken as 2016.

In accordance with Indian norms for asset life, see Table 13, for a minimum operating life of 15 years

for M&E and 30 years for networks, the intermediate design year has been determined as 2031, with

the ultimate design horizon as 2046.

1.1 Design Hypothesis The fundamental design hypothesis is that the proposed investment will ensure that a continuous

supply of water will be available to all people in Davangere who (i) desire to receive a centralised

supply from the ULB, and (ii) are prepared to pay the service charges. The coverage will be 100% of

the geographic project area. We have assumed only 95% of the population will have a connection on

the assumption that there will always be some people who prefer a private supply, or are unwilling to

become customers, for some other reason.

For the wastewater, the design hypothesis is that sewers will be planned for those areas of the town

where the population density is greater than 100people/hectare. The sewers laid will be dependent

upon the number of people who indicate that they are prepared to be connected to a sewer, and so

pay the required service charge to make the laying of the sewer financially viable. For the preparation

of the cost estimates, it is assumed that 80% of the people in a sewered road will connect.

1.2 General Design Parameters - Water Indian works for water supply and sanitation are governed by the recommendations of the Central

Public Health and Environmental Engineering Organization 4(CPHEEO), under the Ministry of Urban

Development, Government of India. The “Manual on Water Supply and Treatment” issued by the

CPHEEO provides guidelines on various aspects of Water Supply systems to be adopted for Indian

conditions.

Except for Bangalore, for which the Bangalore Water Supply and Sewerage Board is the service

provider, the Karnataka Urban Water Supply and Drainage Board (KUWS&DB) is mandated for

development and regulation of water supply and sanitation within the urban areas of Karnataka. The

KUWS&DB has formulated its own guidelines in line with the local requirements to be adopted

uniformly for all urban areas within Karnataka - “Design of Water Supply and Sanitation”.

Through the process of project formulation, project management and implementation, the KUIDFC,

which is the State level financial Institution of the Government of Karnataka with a focus on

development of urban infrastructure, has evolved some basic guidelines for use in the State,

particularly during the ADB funded NKUSIP. The KUIDFC guidelines are to be followed for the design

of urban infrastructure system components, so as to maintain unanimity in the components designed

under its aegis.

The design parameters that have been used in this Study are based upon these guidelines.

1.2.1 Per Capita Consumption

The Per Capita consumption for domestic and non-domestic purposes as suggested by CPHEOO

manual is presented below:

4 The CPHEEO is Technical Wing of the Ministry of Urban Development, Government of India, and deals with the

matters related to Urban Water Supply and Sanitation including Solid Waste Management.


48

Table 12: Per Capita Design Consumptions

Sl. No

Classification of Town / City Recommended Maximum Water Supply Level

1 Towns provided with piped water supply, but without

sewerage system 70lpcd

2 Cities provided with piped water supply, where

sewerage system is existing / contemplated. 135lpcd

3 Metropolitan or mega cities provided with piped water

supply where sewerage system is existing or

contemplated.

150lpcd

NOTE:

1. In urban areas, where water is supplied through public stand posts, 40lpcd should be considered. 2. The above figures exclude “Unaccounted for Water” which is limited to 15%. 3. Figures include requirements of water for commercial, Institutional, and minor industries. However, bulk water supply to such establishments should be assessed separately.

The KUIDFC, in its guidelines, suggests 135lpcd for City Corporations and 100lpcd for other town

municipalities.

KUWS&DB, adopts a per capita supply rate based on population:

� 135 Lpcd : For Towns with Population > 100,000

� 100 Lpcd: For Population > 25000 but <100,000

� 70 Lpcd : For Population <25,000

In the context of the parameters suggested by KUIDFC, it is noteworthy to refer to on-going works

funded under KUIDFC. The per capita rate assumed in the Detailed Design Report (DPR) for sewer

network in Ranebennur, under NKUSIP, and in Harihar, under funding from KMRP, is 100 Lpcd, of

which 80% has been assumed to be the “return to sewer” flow. The water supply rate assumed in the

DPR for bulk water supply improvements for Davangere is 135lpcd. The bulk water supply scheme for

Byadgi town, proposed by KUWS&DB, assumes 135lpcd and 45lpcd for the en-route villages of

Hullihalli, Asundi, and Kadarmandalgi. Considering the relative sizes of the four towns, there would

appear to be an inconsistency in the design flows used.

The CPHEEO Guideline recommends that the per capita supply rates of 135lpcd would, in general,

meet the demand for small industries. The Guideline requires that separate provision should be made

where there are specific industries / industrial areas, with a known significant demand for water. The

demand for industrial water is to be assessed based on the type of industry, numbers, and size. No

specific observation has been suggested in the strictures followed by the KUWS&DB or KUIDFC to

cater to industrial demand.

Based on the suggestive recommendations of CPHEEO, KUWS&DB, and KUIDFC, it is proposed to

consider a uniform per-capita supply rate for the selected urban local bodies, which are the subject of

Feasibility Studies under this project. Accordingly, a per capita supply rate of 135lpcd has been

adopted for all ULBs. In the absence of reliable historic data that could be used, 10% of the net water

demand is assumed for the industrial and commercial demand.

Finally, the gross water demand has been estimated by considering non-revenue water for the

distribution system as 15%; for the treated water transmission mains as 2%; treatment plant losses at

4%, and the raw water mains losses as 2%.


49

1.2.2 Design basis for Transmission Mains

Design of Transmission system is proposed to be done by the “Least Cost Economical Sizing of

Transmission Main” – see Attachment 2a. In this, an economical assessment is based on pipe cost,

power cost incurred and the cost of pumps for delivering the water demand, in the respective design

years.

In the methodology, the pipe cost has been sourced from KUWS&DB’s SoR. The unit cost for

pumping is assumed as INR 5.0 per KWH. The average and maximum pumping hours for sizing of

raw water pipelines has been taken to be 20 hours and 22 hours, respectively. For clear water mains,

the pumping rate shall be twice the rate of raw water pumping.

1.2.3 Design Basis of Distribution System

In designing the distribution system, the project area has been split up into zones and sub-zones.

Each of the zones/sub-zones has been demarcated so that the variation in the elevations within the

sub-zone is limited to 25m to 30m. The location of service reservoirs has been proposed considering

the following aspects:

� Elevation - Proposal for service reservoir shall be made considering that these are

located preferably at the highest elevation within the zone / sub-zone.

� Location- The service reservoirs shall be located centrally as far as possible with

respect to the areas to be served.

1.2.3.1 Peak Factor

The demand in a distribution system varies within a day, with higher demand expected in the

mornings and evenings. Also, there is a weekly and seasonal variation, which a distribution network

needs to absorb. Thus, in designing a distribution system, pipe diameters are to be selected based on

their capacity to cater to the peak demand. The peak factors for designing water supply system, as

recommended by CPHEEO, are:

� For Population < 50,000 : 3.0x annual average flow

� For Population : 50,000 – 2,00,000 : 2.5

� For Population > 2,00,000 : 2.0

Considering that each of the zones / sub-zones which are proposed to be considered shall have a

population of less than 50,000, a peak factor of 3.0 has been used for the sizing of the pipes for the

distribution system.

1.2.3.2 Residual Pressure

The majority of the buildings in Davangere are either single, or two storied. Considering the prevailing

circumstances, and good customer service, it is preferred to have adequate residual pressure at the

ferrule point for two storied buildings, without the need for customer storing in ground sumps and re-

pumping.

Based on the consideration, a minimum residual pressure of 12m is proposed to be maintained in the

distribution network.

On the other hand, too high a pressure leads to increased losses and failed mains. The maximum

residual pressure in the system is proposed to be limited to 50m.


50

1.2.4 Summary of Water Design Parameters

The water supply design parameters are provided in the following table.

Table 13: Asset Life & Design Parameters

Sl. No.

Parameter Suggested

Value Remarks

A Design Life (i) Storage Dams 30 years The Design period is to be estimated from

the completion of the project. The time lag between design and completion of the project should not exceed two to five years depending on the size of the project.

(iii) Transmission mains Distribution mains

30 years

(iv)

Water Treatment Plant , Electro- Mechanical components, Clear Water Reservoirs, Balancing Tanks

15 years

B Per Capita Water Supply

B1 For Domestic & Non-Domestic Needs

135lpcd For all Select ULBs

B2 For Institutional Needs

10% of domestic demand

B3 For Industrial Needs B4 For Fire Fighting Need - Not Considered Separately. C Un-accounted For Water

(i) For Losses in Distribution System

15% Considered Separately for Each of the Components of the WS System:

(ii) For Losses in Clear Water Mains

2%

(iii) At Water Treatment Plant 4%

(iv) For Losses in Raw Water Mains

2%

D Pumping / Transmission Main:

(i) Pipe Diameter - Diameter based on the principle of “Least Cost economical Pipe Diameter”

(ii) Pumping Hours -

a Raw Water Transmission mains

20/22 Hours

b Clear Water Mains 10/12 Hours

(iii) Pipe Material Options Mild Steel / Ductile Iron

As per IS: 3589 [Class k9] As per IS: 8329 / ISO 2531 for Ductile Iron.

E Storage Capacity 30% - 35% of

Overall Demand

Based in the Demand assessment for the Intermediate Design Year

F Distribution System (i) Pressure Requirements:

a Minimum Residual pressure 12m The residual pressure at the ferrule point of the system.

b Maximum Residual pressure 50m (ii) Minimum Pipe Size 90mm

(iii) Peak Factor (For 24*7 water supply)

3.0

(iv) Pipe Material Options Gravity Mains, Dia. ≥ 250mm Ductile Iron Class K-7 As per IS: 8329/ ISO 2531 Gravity Mains, Dia. < 250mm HDPE As per IS: 4984 / ISO 4427


51

1.3 General Design Parameters – Wastewater Sewers For the planning and design of wastewater collection system, in general, the parameters and

guidelines of CPHEEO Manual of Sewerage and Sewage Treatment - 1993, published by the Ministry

of Urban Development, Government of India are used. The following I.S. codes published by the

Bureau of Indian Standards shall be used for the designs, construction, Operation and Maintenance

(O&M) of the proposed wastewater system.

Table 14: IS Codes for Relevant for Wastewater Systems

IS Code Title of the Relevant IS Code for the Proposed Wastewater System

IS 783 Code of Practice for Laying of Concrete Pipes

IS 4111 (Part 1) Code of Practice for Ancillary Structures in Sewerage System: Part 1 Manholes

IS 4111(Part 4) Code of Practice for Ancillary Structures in Sewerage system: Part 4 Pumping stations and pumping mains (rising mains)

IS 458 Specification for Precast Concrete Pipes (With and Without Reinforcement)

IS 651 Specification for glazed stoneware pipe and fittings

IS 15328 Un-plasticized Non-Pressure Polyvinyl Chloride ( PVC-U ) Pipes for use in Underground Drainage and Sewerage Systems

IS 14333 High density polyethylene pipes for sewerage

IS 5455 Specification for Cast Iron Steps for Manholes

IS 6280 Specification for Sewage Screens

IS 8329 Specification for Centrifugally Cast (Spun) Ductile Iron Pressure Pipes for Water, Gas and Sewage

IS 10552 Specification for Buckets to be Used in Power Driven Bucket Type Sewer Cleaning Machine

IS 10595 Requirements for Power Driven Bucket Type Sewer Cleaning Machine

IS 11117 Requirements for Power Driven Rodding Machine for Sewers

IS 11387 Requirements for High Pressure Jetting Machine for Sewer Cleaning

IS 12592 Specification for Precast Concrete Manhole Cover and Frame

IS 13496 General Requirements of Suction Machine for Cleaning Sewers, Manholes and Ancillary Structures Provided On Sewer Line and Closed Storm Water Drains

1.3.1 Design Horizon Years for the Wastewater System

The following design years are considered in the planning and design of wastewater collection system

and treatment plant.


52

Table 15: Design Horizon Years for Wastewater System

Project Component of the Wastewater System Design Horizon Year

Project Base Year 2016 Planning/ Design of the Sewerage Network 2046 Planning for Sewage Treatment Plant 2046 Design of Sewage Treatment Plant 2036 Civil Works of Sewage Pumping Station 2046 Mech/Elect/I&C - Equipment & Machineries 2031 Rising Mains for Sewage Pumping Stations 2046

1.3.2 Peak Factors for the Design of Sewerage System

The peak factors with respect to contributing population for domestic sewage are tabulated below.

The peak factors are applied to the projected population for the design year considering an average

per capita sewage flow.

Table 16: Details of Peak Factors Considered

Contributing Population Peak factor

Up to 20,000 3.00

20,000 up to 50,000 2.50

50,000 up to 7,50,000 2.25

Above 7,50,000 2.00

1.3.3 Hydraulic Design of Sewers

A well designed sewerage system should be able carry peak flows for which it is designed and should

be able to achieve self-cleansing velocities of 0.6 m/s and 0.8 m/s, for the peak flows of base year

and ultimate design year, respectively. To avoid scouring and erosion in the sewers, the maximum

allowable velocity shall be restricted to 3 m/s.

The Manning’s formula has been used for the design of sewerage system, as recommended in the

CPHEEO manual. The Manning’s formula which, can be used to calculate velocities and flow rates is

as follows.

V=1/n * R2/3*S1/2;

Q = A ×V

Where,

Q = Discharge in (m3/sec)

A = Cross-sectional area in (m2)

S = Slope of hydraulic gradient

D = Internal diameter of pipeline in (m)

V = Velocity in (mps)


53

R = Hydraulic radius in (m)

n = Manning’s coefficient of roughness

The Manning’s roughness coefficient (n) varies with the type of pipe material used in sewer

construction. For the proposed reinforced concrete pipe with socket and spigot joints, the Manning’s

coefficient is 0.011.

8.5 Geo-Technical Investigations Geotechnical investigations were carried out as part of the KMRP during preparation of DPR.,The

results of the investigations are considered as relevant for this Feasibility Study.

An investigation was conducted at appropriate locations to establish the nature of the subsoil that will

be encountered during excavations. Soil investigations were conducted at the locations of proposed

pumping stations and new wastewater treatment works. No particular problems were identified in the

geotechnical investigations.


54

9 Proposed Water Supply Facilities

9.1 Design Limitations The following limitations have been place upon works to be included into the project.

Table 17: Scope of Proposed Schemes

Work Item Specific Aspect Scope Comments

Water treatment works and associated raw water facilities Pumping stations Storage facilities

Land purchase Civil works for elements that will not be duplicated when a works is expanded e.g. pump house building

Sized for the 2046 requirements

Civil works for elements that can be phased e.g. filters M&E plant


Consideration to be given in the design to the duplication and need to keep the-then existing plant operational

Strategic water network

DN Sized for the 2046 requirements

Water mains DN

Sized for the 2031 requirement within areas which are currently developed, or will be developed by 2017. Water main coverage to be designed for 95% of proprties

The assumption is made that not everybody will wish to become a customer of the ULB and will choose to continue with a private well or other source

9.2 Design Parameters for Water Supply

9.2.1 Flow and Pressure

The required minimum flow and pressure design parameters are provided in Table 13.

9.2.2 Water Supply Demands and Treatment Capacities

The derivations of the demands and treatment capacities etc for the two design years of 2031 and

2046 are shown in the following table. During the period 2015 to 2031, flows are expected to increase

from current, 2012, values as domestic per capita demand and coverage increases, yet NRW levels

are reduced.


55

Table 18: Water Supply Demands and Capacities until 2046

2012 2015 2020 2025 2031 2046

Population No 94,867 106,944 118,225 131,631 146,166 171,967

Water coverage (by people) 34% 40% 95% 95% 95% 95%

No 32,634 42,778 112,314 125,049 138,858 163,369

Water connections No 6,527 8,556 22,463 25,010 27,772 32,674

Domestic demand Mld 2.7 3.7 10.9 15.0 18.7 22.1

Commercial/ industrial demand Mld 0.5 0.7 2.2 3.0 3.7 4.4

Total customer demand Mld 3.3 4.5 13.1 18.0 22.5 26.5

Revenue Water Mld 3.0 4.1 12.7 17.5 21.8 25.7

Commercial losses Mld 0.3 0.4 0.4 0.5 0.7 0.8

Physical losses in distribution network

Mld 1.2 2.1 5.2 4.0 3.1 3.6

Physical losses in strategic network

Mld 0.1 0.1 0.4 0.4 0.5 0.6

Required “Water into supply” Mld 4.6 6.7 18.7 22.4 26.1 30.7

Treatment losses Mld 0.2 0.3 0.8 0.9 1.1 1.3

Required Treatment plant capacity

Mld 4.8 7.0 19.4 23.3 27.2 32.0

Raw water transmission main losses

Mld 0.1 0.1 0.4 0.5 0.6 0.7

Raw water abstraction Mld 4.9 7.1 19.8 23.8 27.7 32.6

Non Revenue Water as litres/connection/day

204 261 248 176 129 129

Non Revenue Water as % 36% 39% 32% 22% 16% 16%

Required treatment capacity with headroom- best practice solution

Mld 5.5 8.0 22.2 26.7 31.0 36.5

Existing treatment capacity 9.0 9.0 9.0 9.0 9.0 9.0 Proposed as Tranche1 investment

Mld 18.0 18.0 18.0 18.0

Subsequent additional capacity Mld 10.0 10.0

Surplus for best practice solution

Mld 3.5 1.0 4.8 0.3 6.0 0.5

The subsequent additional 10Mld capacity is expected to be required around 2026.

The following maps show the bulk water supply requirements for each of the four subject ULBs.


56

Davangere

Harihar

Ranebennur

Byadgi

60 Mld

6 Mld

21 Mld

19 Mld

6.8 Mld WTP proposed by

KUWS&DB

IPS Magod

Bathi WTP 40 Mld (E) + 20 Mld(N)

TV Station WTP: 19 Mld

Kundawada Lake WTP: 20 Mld

Bulk Water Supply ScenarioBulk Water Supply ScenarioBulk Water Supply ScenarioBulk Water Supply Scenario----2016 2016 2016 2016

Mudennur Intake: Rannebennur

Rajannahalli Intake: Davangere

Mudennur Intake: Byadgi (New Intake)

Kawalettu Intake: Harihar

Rannebennur: WTP: 11.5 Mld (E) + 18 Mld (P)

Harihar: WTP: 9 Mld (E) + 18 Mld (P)

New RM proposed under

KUWS&DB

New RM proposed under NKUSIP including

Augmentation of Bathi WTP from 40 Mld to

60 Mld

Tunga-Bhadra


57

Davangere

Harihar

Ranebennur

Byadgi

60 Mld

7 Mld

30 Mld

27 Mld

6.8 Mld WTP proposed by

KUWS&DB

IPS Magod

Bathi WTP 40 Mld (E) + 20 Mld(N)

TV Station WTP: 19 Mld

Kundawada Lake WTP: 20 Mld

Bulk Water Supply ScenarioBulk Water Supply ScenarioBulk Water Supply ScenarioBulk Water Supply Scenario----2031 2031 2031 2031

Mudennur Intake: Rannebennur

Rajannahalli Intake: Davangere

Mudennur Intake: Byadgi (New Intake)

Kawalettu Intake: Harihar

Rannebennur: WTP: 11.5 Mld (E) + 18 Mld (P)

Harihar: WTP: 9 Mld (E) + 18 Mld (P)

New RM proposed under

KUWS&DB

New RM proposed under NKUSIP including

Augmentation of Bathi WTP from 40 Mld to

60 Mld

Tunga-Bhadra


58

9.2.3 Non-Revenue Water

Non-revenue water is a category of demand. The quantity of water put into supply has to be adequate

to meet the non-revenue water component, as well as legitimate customer demand.

Within this section we merely point out that for the current projects, the future demands and treatment

capacities have been based upon the Indian Standard of 15% non-revenue water in the distribution

system. Such a level is very low and will stretch the ability of the ULB to achieve. We would go so far

as to say that without major institutional changes within the ULB, a level of 15% cannot be achieved

9.3 Options

9.3.1 Water Treatment Works

The existing Harihar water treatment works will need renovation. The works are not in such a

condition to justify replacement, and will continue in commission. There is no advantage to be gained

from selecting an alternative site. Any proposed options must logically be based upon the existing

system.

For Harihar, the options are limited as the proposals either augment existing facilities or complete

schemes already commenced.

9.3.2 Pipe Sizes and Material for Water Supply System

We recommend the use of ductile iron pipes for critical mains and HDPE for the distribution mains.

The materials are in common use within the industry, and are internationally accepted as “best

practice”. HDPE pipes with welded joints have low-leakage characteristics, if jointed correctly. The

materials are resilient to unauthorised connections being made. The materials are suitable for pipe

laying in streets with the ensuing heavier loads. HDPE pipe does need a special skill to weld-joint the

pipe and it will be essential that skilled personnel are used for the task if the higher-cost benefits of

the pipe, over the more vulnerable uPVC, are to be derived.

To allow for future higher demands, in particular for peak hour demands that will occur with a

continuous supply, and for fire fighting, we recommend that the smallest pipe to be laid is DN100.

The only options for analysis are the diameters required for pumping mains and the corresponding

pump head duties i.e. large pipe/lower pumping head; smaller pipe/higher head. The strategic main

pipe diameters have been determined on this basis. We suggest that the sizes be reviewed at the

time of the detailed design in order for the determination to be current using the as-then power and

pipe procurement/laying costs.

9.3.2.1 Existing Practices

Based on informed data on the existing water supply system for the urban local areas, it transpired

that for water supply mains, mild steel and ductile iron pipes have normally been used. In some

cases, pre-stressed concrete pipes have been used.

For the distribution network: ductile iron, HDPE and, to a lesser extent, uPVC pipes are the preferred

pipe materials, and are in general use. For pumping or critical strategic transmission network mains,

ductile iron is the preferred material.

9.3.2.2 Available Pipe Materials

The Indian Water Industry, have listed the following type of pipe materials, which have been

predominantly used in the laying of transmission mains and water distribution networks: Asbestos

Cement (AC pipes), Reinforced Cement Concrete Pipes (RCC pipes), Pre-stressed Concrete (PSC

pipes), Mild Steel, Ductile Iron, Cast Iron, Glass Fibre Reinforced Plastic (GRP), High Density Poly-

Ethylene (HDPE pipes) and Un-plasticized Polyvinyl Chloride (uPVC pipes). The use of AC pipes,


59

RCC pipes, and GFR pipes are very limited, due to their inherent disadvantages (Viz., Brittleness,

Susceptibility to impact loads, lack of available fittings, lack of repair and maintenance technologies,

unsuitability for high pressure applications, lack of vendors / manufacturers etc).

9.3.2.3 Selection Process

Considering the large number of available options in pipe material and subjective matrix that can be

evolved in the selection of a particular pipe material, it is felt that a conclusive analysis can be arrived

at through a thorough evaluation of the costs borne due to the selected pipe material over the entire

service life of the pipe. See Attachment 2a.

Accordingly, a Life Cycle Cost Analysis (LCA) has been considered in line with the recommendation

of the “Pipe Material Selection Handbook”, published by NEERI. In the analysis, the economic

evaluation is justified by due consideration of the:

� Project design period;

� Material design useful service life;

� Initial investment cost;

� Interest (Discount) rate;

� Inflation rate;

� Operation & Maintenance costs, and

� Replacement/rehabilitation costs

9.3.2.4 Pipe Material Selection for Pumping Mains

In a pumping main, the primary requirement for the selected pipe material is the capacity to withstand

the internal operating pressure over a sustained period of time. Also, for pumping mains, the pipe

material should be resilient to withstand the positive and negative surges as well as bear external

traffic loads.

Pipe materials such as asbestos cement, reinforced cement concrete, glass-fibre reinforced plastic,

and Un-plasticized polyvinyl are in general unsuitable for use in water supply pumping mains. The

available pipe materials that are more suited for use in pumping mains are mild steel, ductile iron and,

to a lesser degree, HDPE pipes. The use of pre-stressed concrete pipes for pumping mains, although

they have been used in the existing system have been discontinued in recent times in favour of

metallic pipes.

KUIDFC in its circular on design criteria for the ADB assisted NKUSIP had agreed on use of mild

steel, ductile iron, and HDPE pipes, as their preferred pipe material for water supply mains.

Looking at the available options, and the need to narrow down the list of pipe materials that could be

the most economical, a Life Cycle analysis has been carried out for the following preferred pipe

materials:

� Mild Steel (Fe-415);

� Ductile Iron (Class K9), and

� High Density Poly-ethylene (PE-100, PN-16).

While conducting the Life Cycle analysis, rates for the selected pipe material have been sourced from

the KUWS&DB Schedule of Rate 2008 - 09.


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9.3.2.5 Pipe Material Selection for Distribution Network

In a water supply distribution network, the pressure requirement in general is lower than for a

pumping main, so most pipes qualify technically. In a distribution network, the ease of service

connection, re-connection, repair, and maintenance are of paramount importance. This apart, pipe

material for distribution network should be sufficiently strong so that the pips cannot be tampered with.

The available pipe materials which are predominantly favoured are HDPE and uPVC and to a lesser

degree ductile iron pipes. The recommendation of KUIDFC with respect to the distribution network is

in favour of HDPE pipes, whereas KUWS&DB follows the trend of HDPE pipes for City Corporation

and uPVC for town municipalities.

Life Cycle cost analysis for the selection of Pipe material for distribution network has been carried out

for:

� Ductile Iron (Class K7);

� High Density Poly-ethylene (PE-100, PN-10), and

� High Density Poly-ethylene (PE-100, PN-6)

Considering the vulnerability of uPVC pipe joints, uPVC has been excluded from the Life Cycle Cost

analysis.

While conducting the Life Cycle analysis, the rates for the selected pipe material have been sourced

from the KUWS&DB Schedule of Rate 2008 - 09..

9.3.2.6 Recommendations

Based on the Life Cycle Cost analysis, we recommend the use of ductile iron pipes for critical mains

and HDPE for the distribution mains.

The materials are in common use within the industry, and are internationally accepted as “best

practice”. HDPE pipes with welded joints have low-leakage characteristics, if jointed correctly. The

materials are resilient to unauthorised connections being made. The materials are suitable for pipe

laying in streets with the ensuing heavier loads. HDPE pipe does need a special skill to weld-joint the

pipe and it will be essential that skilled personnel are used for the task if the higher-cost benefits of

the pipe, over the more vulnerable uPVC, are to be derived.

9.3.3 Water Storage Facilities

Common practice is for ground level reservoirs to be constructed with a pumping station, instead of

elevated tanks. The reason being that per cubic metre storage, elevated tanks are more expensive to

construct and also are more expensive to maintain. The reservoir plus pumping station does incur an

on-going power expense and has to have stand-by generators provided to ensure that supplies are

maintained. For these reasons, elevated tanks are preferred in Karnataka. We have continued with

the current practice and are proposing elevated tanks where additional storage capacity is required.

9.4 Raw Water Abstraction and Treatment

9.4.1 Raw Water Quality and Quantity

The Karnataka Pollution Control Board categorises river water in four categories – “A” through to “D”,

with Category C described as: “Drinking water source after conventional treatment and disinfection”.

Samples taken at the Harihar treatment works intake were assessed as category “C” for four months

out of 12. For the remainder, the classification was “D”. The designation is somewhat confusing


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because, as shown in the following table5, the water is suitable as a source for potable water provided

that the correct processes are in place, and the works are operated proficiently.

5 Source: Karnataka Pollution Control Board


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Table 19: Raw Water Quality

Parameters River and Sample Locations

Bhadra Tunga Tunga Bhadra 1 2 3 4 5 6 7 8

Temperature, oC

Min 12.0 25.0 25.0 24.0 25.0 22.0 22.0 26.0 Max 28.0 27.0 27.0 27.0 27.0 32.0 32.0 31.0 Mean 22.5 25.6 25.7 26.0 26.0 25.1 25.5 28.0

Dissolved Oxygen, mg/l

Min 5.0 4.1 4.8 5.6 5.2 7.1 7.5 6.0 Max 7.8 7.0 7.1 7.1 7.0 7.6 7.3 8.0 Mean 6.4 5.8 6.3 6.6 6.0 7.4 7.4 7.2

pH Min 6.2 6.9 7.1 7.0 7.5 7.5 7.3 7.6 Max 7.8 7.8 7.6 8.4 8.3 8.7 8.2 8.4 Mean 7.3 7.4 7.4 7.4 8.0 8.0 7.9 7.9

Conductivity, umshos/cm

Min 80 200 170 140 116 136 120 270 Max 600 690 420 560 400 560 500 1240 Mean 423 348 315 311 259 381 330 847

Biological Oxygen Demand, mg/l

Min 2.0 1.6 1.7 1.5 2.3 1.2 1.2 1.7 Max 3.0 5.8 3.4 4.3 3.1 3.7 3.4 5.2 Mean 2.1 3.9 2.9 2.9 2.7 2.4 2.6 3.1

Nitrate, mg/l

Min 0.07 0.12 0.18 0.13 0.21 0.1 0.08 0.2 Max 1.33 0.51 0.68 0.69 0.54 0.63 0.7 1.4 Mean 0.25 0.32 0.35 0.30 0.33 0.36 0.33 0.54

FC, MPN Min 300 280 110 50 80 40 30 1100 Max 1000 1600 500 500 240 170 170 9000 Mean 496 971 270 233 155 82 114 6872

TC, MPN Min 1000 350 140 70 110 60 50 2200 Max 2800 16000 9000 9000 3000 1300 2220 16000 Mean 1700 11895 3574 3147 1928 932 1176 13109

Monitoring Locations are:

Malleswaram downstream side (d/s) of KIOCL;

D/s of Badhravati City;

Near Holehannur;

D/s Shimoga City; 5. Kudli – confluence of Tunga & Bhadra Rivers;

Haralahalli;

Honnali, and

Ullanur

We would comment that a water treatment plant is designed to remove "solid BOD" and small

particles such as sand and grit. It will not remove soluble BOD such as ammonia & chemicals

dissolved in the water. In our opinion, the classifications provided are rather inconclusive.

We have analysed the river water and no pesticides were detected. As the presence of pesticides is

affected by both rainfall and season sowing and planting patterns, our suggestion is that, as a part of

the detail design process, a series of samples are taken for analysis over a prolonged period to

monitor for pesticides. Considering that, if found, these would be in all water drawn from the Tundra

Bhadra, this would become a state policy matter as to whether additional treatment was provided, or

derogation applied.


63

Harihar ULB operational staff members have mentioned that, during the summer period, flows in the

river can be reduced by unauthorised upstream barriers constructed across the river.

The “sister” TA to that which has produced this Feasibility Study has within its scope the preparation

of a river water balance to ensure the adequacy of raw water for public water supply. We have

assumed that (i) measures will be proposed to prevent the construction of unauthorised barriers and

that (ii) adequate supplies will be made available by, if necessary, a reduction in water permitted for

agriculture, by the construction of barriers etc. or by any other means deemed necessary by the TA.

9.4.1.1 Bankside Storage

All citys that draw water directly from the River Tundra Bhadra, or from any river, are at risk from

seasonal variations in river flows – high and low – and from gross pollution in the river. The

conventional way to reduce the risk is to construct bankside storage into which the river water is

pumped and abstracted for treatment.

The provision of such storage is expensive due to the land required. Bankside storage is not

considered within the Tranche-1 investment, but can be considered as a long-term objective.

The consequence of a failure of the water source should be considered with the recommended

Emergency Response Plan, see Section 15.

9.5 Proposed Water Supply Facilities

9.5.1 Raw Water Abstraction

The water abstraction need for Harihar is expected to rise from the present demand to 27.1Mld by

2031, the Intermediate Design Year. With the installation of the additional pump, the present pumping

arrangement can work with 50% standby mode i.e. two duty and one standby. The water demand at

the intake along with the pump capacities required has been matched to assess the need for

additional pumps.

Table 20: Abstraction needs and Pumping Capacities

Year Water Abstraction Needs

Pumping Capacity Considering (2W + 1S)

2016 20.6 Mld 468 Cum/Hr

2021 22.2 Mld 505 Cum/Hr

2026 24.9 Mld 566 Cum/Hr

2031 27.1 Mld 616 Cum/Hr

The present pumping arrangement at the Intake with pumping capacity of 578 cum/hr is adequate to

meet the demand till 2026, or thereabout. Although they would benefit from a major overhaul, the

existing river intake pumps appear to be in fairly good condition. As such, it is prudent to retain the

existing pumps for the time being and until additional capacity is needed. The existing and newly

installed additional pump can operate as two pumps in parallel, with one as stand-by.

We strongly recommend that stand-by generation be provided to maintain supplies in the event of a

failure of the power grid.

9.5.2 Raw Water Pumping Main

A least cost economical pipe diameter reveals that a DN600 pipe would be the most economical pipe

diameter for the intermediate design year of 2031. For the ultimate design year of 2046, a DN700 pipe

would be the most economical.


64

To cater to the additional demand, an additional DN500 pipe6 would be required to run in parallel to

the existing DN500 main to convey the ultimate design flow generated in 2046. Each pipe would

convey around 16Mld.

Apart from the higher economic cost, another difficulty is in laying an additional pipe in the old bridge

linking Harihar and Kumarapatnam, where the existing pipeline is laid. Laying an additional pipeline,

would severely restrict traffic flow in either direction and seems unlikely that the same will be

permitted. There is also a potential problem with the weight loading. A more practical approach would

be to retain the existing pipeline, and allow the additional flow to be transmitted through the pipeline.

To meet future abstraction requirements for Harihar, we suggest that the possibility to revert the

intake to the original intake, adjacent to the water treatment works should be considered, with a

consequential saving in main laying and pumping costs. In this context, it is worthwhile to mention that

the old intake location had been abandoned primarily on account of pollution of the river by the

existing storm water drainage channels (particularly Goudageri nala and Matha nala), which polluted

the river on the upstream stretch. Since, the sewerage system for the entire city is proposed for

implementation, it would result in significant improvement in the river water quality. Tapping the

Tunga-Bhadra at the old abandoned intake location would aid in reducing overall costs on water

pumping and transmission. With the new sewerage system under implementation, the improvement in

river water quality should be sufficient to allow the old intake to be used again.

In view of the options to be considered as and when the additional capacity is required sometime after

2020, it is suggested to retain the 500mm diameter main to meet the current demand of Harihar and

no new proposals are contemplated at this time.

9.5.3 Water Treatment Plant

The existing plant has been designed with net treatment capacity of 9.0Mld for clariflocculator and the

filters. Matching the projected water demand for treatment and availability is worked out to assess, the

need for additional treatment plant capacity:

Table 21: Gap in Water Demand for Treatment Plant Capacity

Year Water Demand at WTP Treatment Plant Capacity (Mld)

Available Required

2011 15.9 Mld 9.0 Mld 6.9 Mld

2016 19.4 Mld 9.0 Mld 10.4 Mld

2021 20.9 Mld 9.0 Mld 11.9 Mld

2026 23.5 Mld 9.0 Mld 14.5 Mld

2031 25.5 Mld 9.0 Mld 16.5 Mld

Based on the assessment requirement for an 18Mld water treatment plant capacity, addition 9Mld

capacity is proposed within the investment programme to supplement the existing 9Mld capacity

works. The existing site has sufficient space for construction of additional treatment capacity which

will consist of similar processes to those in the existing plant.

6 Given a cost benefit analysis, it is noted that laying of an additional 500mm diameter pipe would cost an

additional 55 Million INR (Considering pipe laying charges @ INR 10950 per rm). In contrast, increased cost on

pumping charges through the existing 500mm diameter pipe would amount to 13 Million INR till 2031 and 29

Million INR till 2046.


65

Figure 18: Proposed Site of Treatment Plant Extension

The existing "sludge settlement tanks" will be demolished to provide the space for the second

clariflocculator and part of the second filter house. The existing channel transferring the raw water

from the aerator to the existing clariflocculator will be modified to supply an equal flow to both

clariflocculators. The items proposed for the additional capacity are:

� Additional clariflocculator tank;

� Double the number of existing rapid gravity sand filters;

� Upgraded chlorine handling and dosing facilities for improved safety;

� Sludge dewatering plant & short term on site storage;

� Site laboratory for drinking water quality monitoring and analysis of samples from supply

network as well as the treated wastewater discharged from the wastewater treatment

works;

� Standby generator;

� New process instrumentation & control system connected to control room either in ULB

offices or on this site. This system will also include the telemetry signals from the

wastewater treatment works, water supply and sewerage system.

No additional structures are required to house chemical treatment processes as the existing chemical

house will be utilised for chemical dosing in both the existing and upgraded plant

Figure 19 shows the layout of the plant with the second clariflocculator tank, and additional filters

required.

Provision for re-cycling of filter back wash water will be incorporated to reduce the water losses from:

� Filter back wash water from existing and proposed filter houses, and

� Sludge from clariflocculator and tube / plate settlers.


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Figure 19: Treatment Works Site showing Second Filter & Clariflocc Tank

9.5.4 Water Distribution System

9.5.4.1 Storage Reservoirs

To cater to the fringe areas and with an objective to improve the existing water supply system, the

existing water supply command areas are proposed to be re-organized suitably to meet the projected

requirement. Based on the projected design population for the intermediate year of 2031, it is

estimated that an additional storage reservoir of 1500 Kl, would be required as per calculations

worked out below:

Table 22: Demand Gap assessment – For Capacity of Service Reservoir

Year Demand at SR Storage Capacity

Required Available7 To be Constructed

2016 19.0 Mld 5,700 Kl 6,000 Kl (-) 300 Kl

2031 25.0 Mld 7,500 Kl 6,000 Kl 1500 Kl

Based on the gap in storage capacity, elevated storage reservoirs are proposed at Amravati Colony

and Indiranagar, near the existing tank, of 900 Kl. Also, considering its structural condition, we

propose to replace the existing Court Tank, with another of the same capacity.

Schematic layout of the proposed location of the service reservoirs is presented below:

7 The available storage capacity excludes the service reservoir at IB tank, which has been considered to be used

purely as Backwash tank.


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Figure 20: Layout plan, showing location of proposed Service Reservoirs

Prop. Indira Nagar

tank

Prop. ELSR

Amravati Colony

Court Tank to be

replaced

Ashraye Colony

Harlapura tank

Rajaram Colony

tank DRM College

tank

ELSR Vidyanagar “C”

Block

Labour Colony

Tank

IB Tank


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9.5.4.2 Clear Water Transmission Mains

The existing clear water transmission mains in Harihara to the service reservoirs are in good condition

and it is proposed to retain them.

The length along PB Road, from Court Tank to Amravati Colony is supplied directly by pumping from

the clear water tank. Direct household connections have been made from this pipeline stretch. To

avoid supply directly from pumping, it is suggested, to lay a separate clear water main from the

treatment plant to feed the proposed ELSR at Amravati so as to avoid supplies being taken form the

transmission main, in accord with good practice. The proposed rising main will also connect the Court

tank, which is proposed to be replaced.

Figure 21: Layout of proposed Clear Water Rising Mains

Existing Rising main to be retained

New Rising from WTP proposed

Existing Rising main to be retained

A


69

In the above schematic: The red coloured towers indicate new towers; those yellow are existing ones

and those green are proposed for replacement.

Details are provided in the following table.

Table 23: Details of Proposed Strategic Network

Element Pipe lengths (m) of:

DN250 DN300 DN400

From WTP To Point-A near Court Tank on Poona Bangalore Road 50 1000

From Point “A” to Court Tank

From Court Tank to Proposed Service Reservoir at Amravati Colony 2500

From Existing main to new Clear Service Reservoir at Indira Nagar 150

Total Length of Pipeline 200 2500 1000

9.5.5 Distribution Network

The existing Water Supply Distribution network is in a poor condition. Since, much of the pipe length

are of uPVC, with cement solvent joints, damage to the pipes due to traffic load or and leakage of

joints are anticipated.

In order to assess the requirements of the proposed distribution system, a comprehensively new

network model of the city was created to assess the requirements of pipe lengths and diameter that

could sufficiently cater to the projected requirement of the city, for the ultimate design year of 2046.

The entire distribution system was divided into 3 zones for ease / simplicity of analysis as also from

the spatial distribution of the areas / localities within the city.

Each of the WS network model involved primary mains which interconnect the service reservoirs

within the zones so as to enable higher residual pressures as also enabling water to reach the tail

ends within the zonal boundary. Based on the analysis performed, the indicative pipe lengths required

for each of the zones are presented below:

Table 24: : Pipe Lengths by Zone

Pipe Diameter Area / Zone Length of Pipes Total Length

of Pipe (m) Zone-1 Zone-2 Zone-3

300mm - 2500 100 2600

250mm 2400 700 2400 5400

200mm 2100 1800 3000 6800

160mm 4200 4500 5600 14200

110mm 10600 6800 8500 25800

90mm 7100 5000 7100 19200

Total 26400 21300 26700 74000


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In effect, it is contemplated that 70% of the existing pipeline network of 70Km, i.e. around 49Kms,

needs to be rehabilitated, with 21Kms of pipeline network to be retained. Since, 74 Kms are required

for the entire network, the balance of 25Kms will be laid with new pipes. The proportion of pipe

diameters, for replacement or growth, is distributed in the same proportion in which these have been

assessed. The details of pipe lengths by diameter to be rehabilitated and to be laid new are worked

out below.

Table 25: Suggested Pipe Length proposed for Rehabilitation and new

Pipe Diameter Pipeline length to be Total Length of Pipe (m)

Rehabilitated Laid new

300mm 1,700 900 2,600

250mm 3,600 1,800 5,400

200mm 4,500 2,300 6,800

160mm 9,400 4,800 14,200

110mm 17,100 8,700 25,800

90mm 12,700 6,500 19,200

Total 49,000 25,000 74,000

From our discussions with the ULB operational staff, we surmise that the majority of the existing

mains have a probable remaining life of between 15 and 25years. Some existing mains, especially in

the city centre, will require replacement in order to provide greater capacity. We can also assume that

some pipes are already beyond their life and require immediate replacement either because they leak

badly or because they are subject to frequent failure with consequential loss of supply to customers

and possible flooding. As we are making proposals to ensure the availability of a continuous supply

up to yr2031 i.e. 19 years from the preparation of this Study, logically most mains will require

replacement in the Tranche-1 investment. In reality, some pipes will be satisfactory.

As for all towns, our strong recommendation is for a full pipe condition survey to be performed before

any major investment is committed.

9.5.6 Installation of Meters

9.5.6.1 Bulk Metering

The bulk meters are proposed to be installed at outlet pipe from the intake at Kawalettu and at the

inlet to the treatment works; on the clear water rising mains from the treatment works and at the inlet

and outlet of the storage reservoirs. For proposed reservoirs, bulk meters should be included in the

works

Installation of district meters will be done in consonance with improvement of the Distribution network.

It is suggested to include provision of 32 District meters for the distribution network - one DMA per

500 connections.

Table 26: Required Bulk Meters

Sl. Size of Bulk Meter Nos Remarks

1 450mm 2 Raw water Rising main

2 300mm 2 Clear water rising main

3 250mm 9 Inlet and Outlet of Service Reservoirs

4 200mm 9

5 150mm / 100mm 35 District Meters


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9.5.6.2 Revenue Meters

To complete the water balance, and provide an equitable basis for billing, all domestic and non-

domestic connections are proposed to be fitted with water meters. We propose that stand-posts are

fitted with meters, whilst house-hold connections are being made,

Installation of domestic meters will be initiated after the strengthening and improvement of the

distribution network is complete. It is considered to regularize all household connections during laying

improvement of the distribution network. Based on the available information, it is proposed to

regularize and install 8,000 domestic meters under the current programme.

9.5.6.3 Household Connections

It is also to be noted that the number of properties listed as 17,098 varies significantly from the 6,643

household water connections. This indicates, that either most of the households are un-connected to

the system, or else there considerable number of unknown house connections, that need to be

rectified. The total number of household service connections after completion of the works, in 2016,

that need to be provided is worked out on the basic assumption that the household size will continue

to remain the same:

Table 27: Household Connections

Year Design

Population

Listed Properties

(Actual / Assessed)

Household Size

2011 91,153 17,098 5.3

2016 111,306 20,878 5.3

Taking into account the existing 8,000 service connections, and assuming 80% of the listed properties

to brought under the ambit of water supply connections immediately after completion of the

programme, the number of new household service connections that need to be provided is 8,7038,

say 8700.

Prior to commencing a major new connection and metering programme, the entire water supply

network requires to be mapped and the Customer DataBase verified. Unauthorised connections need

to be regularised through incorporation in billing systems and standardisation of the materials of

construction. To assist in this process a customer base survey will be performed by the appointed

O&M contractor.

8 80%*20,878 - 8000


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10 Proposed Waste Water Facilities

10.1 Wastewater “Return to Sewer” Flows and Treatment

Capacities The total administrative area of the Harihar City Municipal Council is 7.77km

2. The overall population

density of the city is about 9976 persons per sq km. The following flows and capacities have been

derived from those shown in Error! Reference source not found., and based upon 80% of flows

return to sewerage system.

Table 28: Return to Sewer Flows and Wastewater Treatment Capacity until 2046

2012 2015 2020 2025 2031 2046

Population No 94,867 106,944 118,225 131,631 146,166 171,967

Sewer coverage(by people) % 29% 34% 80% 80% 80% 80%

No 27,482 36,023 94,580 105,305 116,933 137,574

Sewer connections No 5,496 7,205 18,916 21,061 23,387 27,515

Return to sewer flow Mld 2.3 3.1 9.1 12.5 15.6 18.4

Sewer ingress Mld 0.1 0.2 0.5 0.6 0.8 0.9

Required wastewater treatment capacity

Mld 2.4 3.3 9.5 13.1 16.4 19.3

Capacity being provided under Karnataka Municipal Reforms Project

Mld 8.8 8.8 8.8 8.8 8.8 8.8

Proposed upgrading of KMRP plant to aerated lagoon

Mld 5.2 5.2 5.2 5.2

Surplus Mld 6.4 5.5 4.5 0.9 -2.4 -5.3

The upgrading of the KMRP plant is expected to be required around 2019, outside of the Trabche-1

investment period.

10.2 Design Principles and Limitations The following limitations have been in place upon works to be included into the project.

Table 29: Wastewater Design Limitations

Work Item Specific Aspect Scope Comments

Wastewater treatment works Pumping stations

Land purchase Civil works for elements that will not be duplicated when a works is expanded e.g. pump house building


Civil works for elements that can be phased e.g. filters M&E plant


Consideration to be given in the design to the duplication and need to keep the-then existing plant operational

Main collector sewers

Pipe sizes and extent of the area


Sewers diameters to be checked for achieving the minimum self-cleansing velocity. If not achieved, sewer


73

diameter to be reduced. Sewers Pipe sizes and extent of

the area Sized for the 2031 requirement within areas which are currently developed, or will be developed by 2017. Water main coverage to be designed for 95% of properties and sewers for 80% coverage

The assumption is made that not everybody will wish to become a customer of the ULB and will choose to continue with a private well or other source Areas to be sewered are those where there is a minimum population density of 100people/hectare. Prior to a sewer being laid, adequate connections are to be assured for the sewer to be financially viable

10.3 Design Considerations for Sewerage System

10.3.1 Types of Sewerage System

In Indian cities generally following three types of sewage collection system is practiced.

� Separate sewer system: Carrying only dry weather flow and with a separate storm sewer

network;

� Combined sewer system: Carrying both foul and storm water run-off, and

� Partially Combined Sewer system: Carrying foul as well as part of storm runoff.

Generally, but not universally, separate systems are preferred as they incur lower OPEX for

treatment, pumping etc. In accordance with Indian policy, a separate sewerage system is proposed

for Byadgi.

10.3.2 Ground Water Infiltration

Ground water infiltration to a sewerage network is dependent on a number of factors such as the level

of ground water table, workmanship in construction of the sewers and age of the system. In line with

various guidelines and best practice the infiltration varies between 5-15% of the generated

sewage/DWF in a catchment. Considering the low ground water table in Harihar and that socket and

spigot jointed pipes are proposed to be used for sewers, a 5% ground water infiltration has been

used.

10.3.3 Sewer Sizing

The sewer diameters are determined on the basis of hydraulic capacity required to serve the peak

design flow for the year 2046. Sewers are designed for a minimum, self-cleansing velocity of 0.60

m/sec and a maximum velocity of 3m/sec.

10.4 Options for Wastewater Collection and Treatment No additional treatment capacity is required in Harihar under Tranch-1 investment and hence no

options are considered.

10.4.1 Pumping Stations and Rising Mains

We recommend that all stations are provided with a screening unit and a grit chamber at the inlet to

the pumping station wet well. Non-clogging sewage pumps should be used to minimise operational


74

problems. The approximate area required to accommodate all units of the proposed pumping station

will be about 15 m x 15 m.

For sewage rising mains, ductile iron Class K9 pipes with internally smooth cement mortar lining are

proposed. The following velocities shall be considered in the designs.

Minimum velocity = 0.60 m/s at initial peak flow

= 0.80 m/s at ultimate peak flow

Maximum velocity = 2.50 m/s

For the design of rising mains Hazen William formula shall be adopted as shown below.

V= 0.85 x C x R 0.63 x S 0.54

Where,

V = Velocity in (mps)

R = Hydraulic radius in (m)

S = Slope of hydraulic gradient

A ‘C’ value of 130 shall be used in the designs for the internally cement mortar lined

DI pipes.

10.4.2 Sewer Network

10.4.2.1 Minimum Size of Sewer

A minimum pipe size of DN150 is adopted, as recommended in the CPHEEO manual.

10.4.2.2 Sizing of Sewers

Size of the sewers should be adequate to take the peak flows of the ultimate year. Sewer network

shall be designed to achieve higher velocities within the permissible limit, and without increasing

depth of sewers. Silting may take place during minimum flows, which will be flushed out during peak

flows. Silting could be a problem during early years particularly for smaller sewers, where depth of

flow during early years is only a small fraction of the full depth.

Initial stretches of the laterals may pose a problem because of the low flows even at the ultimate

design year. Irrespective of flow rates, a minimum diameter of 150mm has to be adopted as per the

CPHEEO manual. Critical sewers should be identified for regular flushing or jetting to minimise

operational problems.

10.4.2.3 Minimum Depth of Cover

A minimum depth of cover of 1m shall be maintained to protect sewers from the external loads and to

ensure connectivity of flows from the properties into the laterals and branch sewers. In some locations

for the laterals and branch sewers, the minimum depth of cover shall be reduced up to 0.6 m to avoid

deep excavations on the downstream of the proposed sewerage system.

10.4.2.4 Maximum Allowable Depth of Sewer

Maximum depth of sewers shall be restricted to 6m. The maximum depth of sewers shall be restricted

to minimise cost of construction, health and safety risks during construction, operation and

maintenance of the proposed sewer network.


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10.4.2.5 Maximum Allowable Depth of Flow

Sewers shall be designed for partial flow condition i.e. 80% depth to carry estimated peak flows. This

is to prevent septicity and to ensure ventilation in the sewers.

10.4.2.6 Pipe Materials

Following factors shall be considered in the selection of pipe material for the proposed sewerage

network: hydraulic performance; durability and design life of the pipe; capital cost and Operation and

Maintenance costs.

After careful assessment with least cost analysis and with due consideration for the construction and

the O&M of the proposed sewerage system, reinforced concrete pipes (RCC) are recommended for

sewers above DN300 and uPVC pipes for the smaller diameter sewers.

uPVC pipes shall be considered for house sewer connections from road-side chamber to street

manhole.

10.4.2.7 Size and Shape of Manholes

In sewerage system, manholes will provide access to the sewers for inspection and cleaning.

Manholes are provided in the sewerage system at the head of all the sewers, at every junction of two

or more sewers and where there is a change in the alignment or gradient or diameter. Spacing of the

manholes will depend on the size, type of the sewer and cleaning equipment used. The maximum

spacing of manholes shall be 30m but, spacing can be increased with the size of the sewer.

Circular manholes with following sizes shall be used as recommended in the CPHEEO manual, for

the proposed sewerage system.

� For depths above 0.90 m and up to 1.65 m: 900 mm diameter;

� For depths above 1.65 m and up to 2.30 m: 1200 mm diameter;

� For depths above 2.30 m and up to 9.00 m: 1500 mm diameter, and

� For depths above 9.00 m and up to 14.00 :, 1800 mm diameter.

Drop manholes are suggested, when the difference in level between a shallow incoming sewer and

the outgoing sewer exceeds 0.6m. When there is an increase in the pipe sizes along a line, pipes

shall be connected soffit to soffit to avoid backing of flows.

10.4.2.8 Manhole Covers and Frames

Manholes deeper than 0.9 m should have a cover with a clear opening of not less than 560 mm

diameter. The manhole cover frame shall be embedded in cement concrete, to the correct alignment

and the level on top of the manhole relative to the ground/road surface with provision or arrangement

for lifting and opening of the manhole covers.

10.4.2.9 Bedding for Sewers

The type of bedding will depend on the weight of soil above the pipe based on width of trench, depth

at which the sewer pipe is laid and the class of superimposed vehicular load considered based on the

traffic condition.

The following types of bedding shall be used as recommended in the CPHEEO manual.

− Granular Bedding;

− Plain Cement Concrete Cradle Bedding;

− Reinforced Cement Concrete Cradle Bedding, and


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− Reinforced Cement Concrete Encasement.

For RCC (NP3 class) pipes, the appropriate bedding shall be provided based on the bedding factor

calculated considering load due to backfill, the superimposed (live) load and the three edge bearing

strength of RCC pipes as per IS:458.

The bedding factor is calculated by using the following formula.

Bedding Factor = (Total Load (kN/m) x Factor of Safety) / Three Edge Bearing Strength (kN/m)

Where, Total load is sum of Earth load, Vehicular load and water load

Three Edge Bearing Strength of RCC pipe is considered as per IS: 458

Factor of safety is considered as 1.1.

Impact factor for vehicular traffic depends on cover above top of pipes. For sewers with depth of cover

more than 900mm, an impact factor of 1.0 shall be considered as per IS 783 (Code of practice for

laying of concrete pipes). The type of bedding to be used, depending on the bedding factor, is as

shown in the Table below.

Table 30: Types of Bedding for Sewerage System

Bedding Factor

Type of Bedding Class of

Bedding

Up to 1.9 Granular Bedding with Carefully Compacted

Backfill (GRB)

B

For more than 1.9

and upto 2.8

Concrete Cradle Bedding with Carefully

Compacted Backfill (PCCB)

A b

For more than 2.8

and up to 3.4

Reinforced concrete cradle with percentage of

reinforcement `p’ equal to 0.4% with carefully

compacted backfill (RCCB)

A c

For more than 3.4

and up to 4.8

Reinforced Concrete Encasement with

percentage of reinforcement `p’ equal to 1%

(RCE)

A d

Note: In the above table ‘p’ is the ratio of the area of transverse reinforcement to the area of concrete cradle at

the pipe invert above the centre line of the reinforcement.

10.5 Public Awareness As with all first-time sewerage schemes there is the issue of persuading householders to connect.

Householders face two charges: the cost of the connection and the periodic service charges.

An integral component of the project must be a public awareness scheme to educate householders of

the health and other benefits of connecting the wastewater to the proposed sewerage system.

We suggest the ULB considers the following initiatives to encourage householders to connect:

� Below cost connection fees funded within the project;

� Payment by instalments within the water service charge, or

� ULB or state funded loans

Within the project estimates a sum has been allowed for a public awareness campaign and provision

for collection chambers for house sewer connections.


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10.6 Provision of Toilets A pre-requirement for a public sewer network, as discussed above, is for people to connect to the

sewer. In addition to the cost, a reason why people may not connect is the lack of a toilet inside of the

property. Without a toilet, there is no logic in connecting and incurring service charges.

The Household Survey has shown that, in some parts of the town, there are a significant number of

houses without a toilet. For these houses, there needs either to be some form of subsidy to provide

for toilets, or more likely, provision made for the construction of public toilets. The requirements are

more fully discussed in the Report of the Social Safeguard Expert., see Annex 6

10.7 .Overview of the Proposed Sewerage Districts in Harihar Based on the topography, Harihara city has been divided into Northern and Southern sewerage

districts. The North sewerage district is further divided into four sub-sewerage districts and the

Southern sewerage district is divided into two sub-districts. Please see the map below for the location

of the sewerage districts in Harihara city.

The ground levels obtained from topographical survey carried out for KMRP, indicate slopes from

south to north, and east to west. The general flow direction of nalls in the city is from east to west.


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Figure 22: Map Showing Sewerage Districts in Harihara


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The estimated wastewater flows are shown in the table below which are ate taken from the DPR

prepared under KMRP.

Table 31: Projected Population and Wastewater Flows in Each Sewerage Sub-District of Harihar

Sewerage

District

Name

Population Flows (Mld) Ward Areas Covered in Each Sewerage

District 2029 2044 2029 2044

North District-1

6,730 9,057 0.56 0.76 Part of Ward 1 (80%), Part of Ward 2 (80%)

North District-2

9,808 13,201 0.82 1.11 Part of Ward 2(20%),3,4 and Part of Ward

10(20%)

North District-3

2,785 3,748 0.23 0.31 Part of Ward 10(80%)

North District-4

46,421 62,478 3.90 5.25 Part of Ward 1(20%), 5,6,7,8,9, part of Ward 11,12,13,Part of 22(80%), 24,25 and

part of Ward 25(80%)

South District-1

55,059 74,103 4.62 6.22 Ward 14,15,16,17,18,19,20,21,Part of

Ward 22(20%), Part of 23(20%), 26,27,28,29,Part of 30(20%),31

South District-2

2,733 3,678 0.23 0.31 Part of Ward 30(80%)

Grand Total 123,536 166,265 10.38 13.97

10.8 Proposed Wastewater Facilities Under KMRP A Detailed Project Report (DPR) is prepared under KMRP to implement sewerage scheme in Harihar

city. The Draft Detailed Project Report and discussions with the DPR consultant revealed that, the

following areas are included in KMRP to provide sewerage network in Harihar city.

� North Sewerage District 2


� South Sewerage District 1

In the above sewerage districts, small pockets were excluded from the proposed KMRP sewerage

scheme, because of the topographical constraints and to minimise sewage pumping. On average

about 80 to 90% of the areas from the above sewerage districts are included in the KMRP sewerage

scheme.

The proposed KMRP scheme for Harihar also includes renovation of the existing 8.84Mld wastewater

treatment plant.


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10.8.1 Proposed Sewer Network for South Sewerage Districts Under KMRP

The proposed sewer network of KMRP for South Sewerage District 1 (SSD1) will collect and convey

the flows by gravity up to NRAP pumping station located within the SSD1 in the stream/ nala near

Gousia Colony or sports ground.

The flows from NRAP pumping station will be conveyed through a short rising main of about 500m up

to a ridge manhole of gravity sewer which is connected to the terminal pumping station located within

the STP premises.


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The South Sewerage District 2 is not included in the KMRP scheme and hence considered in the

KISWRMIP which is discussed in detail in the next Section.

Please see the overall concept plan below for further details and locations of the key components of

the proposed system including KISWRMIP proposals.

10.8.2 Proposed Sewer Network for North Sewerage Districts Under KMRP

The proposed sewer network of KMRP is designed to use gravity sewer laid under NRAP to collect

and convey flows from the North Sewerage Districts. In KMRP sewerage scheme, North Sewerage

District 2 and 4 are included. The gravity network for these two sewerage districts is designed to

discharge the flows into existing sewer line constructed under NRAP. This existing sewer line

ultimately discharges flow into terminal pumping station in STP premises.

The North Sewerage District 1 and 3 are not included in the KMRP project. These two sewerage

districts along with the South Sewerage District 2 are considered in the proposed KISWRMIP.

The proposed sewer network under KISWRMIP for the above three sewerage districts is discussed in

the next section. The updated sewerage concept plan will show details of both KMRP and KISWRMIP

schemes with colour coded network and legend.

10.8.3 Existing Wastewater Pumping Stations of NRAP

The two existing pumping stations constructed under NRAP scheme will be utilised for the proposed

sewerage system. An additional pumping station is proposed under KMRP near existing pumping

station within in the wastewater treatment works premises.

Table 32: Design Flows at Existing Pumping Stations Constructed Under NRAP

Parameter Existing North Sewerage District Pumping Station Located Within the STP Premises

Existing South Sewerage District Pumping Station Located in the Stream/ Nala

Intermediate Flow for 2029

304lps 118lps

Ultimate Flow for 2046 400lps 159lps

Pumping head 19m 15m

Table 33: Design Flows of Proposed Pumping Stations within the STP Premises

Parameter New PS Proposed Within the STP Premises Adjacent to Existing Terminal PS

Intermediate Flow for 2029 304lps

Ultimate Flow for 2046 400lps

Pumping head 19m

10.9 Proposed Sewerage Network Under KISWRMIP As discussed in the above section, the following three sewerage districts which are not included in the

KMRP are considered in the present KISWRMIP.



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� South Sewerage District 2

The proposed sewer network and details of the lift stations proposed under KISWRMIP are discussed

below, separately for each district.

Figure 23: Map Showing Sewerage Districts (in Purple Colour) Considered in the KISWRMIP

10.9.1 Proposed Sewerage Network for North Sewerage District 1 Under KISWRMIP

The projected population for the ultimate year for North Sewerage District 1 (NSD1) is 9,057. The total

length of the sewerage network proposed for NSD1 is about 9.8 km. The diameter of the proposed

network ranges from 150mm to 200mm with the depth of sewers ranging from 1 to 5 m. The layout of

the proposed sewerage network and the connection to the the existing sewer line laid under NRAP/

NRCR is shown below.

Details of the proposed sewer network for North Sewerage District 1 are as follows.


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Figure 24: Map Showing Proposed Sewerage Network for NSD1 Under KISWRMIP

10.9.2 Proposed Sewerage Network for North Sewerage District 3 Under KISWRMIP

The projected population for the ultimate year for North Sewerage District 3 (NSD3) is 3,748. The total

length of the proposed sewerage network for NSD3 is about 5.5 km with the depth of excavation

ranging from 1 to 3m. A rising main of about 650 m is required to pimp the flows from the proposed

PS to the ridge manhole as shown in the map. The layout of the proposed sewerage system is shown

in the map below.

Details of the proposed sewer network for North Sewerage District 3 are as follows.

A small Lift Stations is proposed in North Sewerage District 3. The proposed Lift Stations will pump

the sewage to the nearest manhole of the gravity sewerage system.

Table 34: Details of the Lift Station for North Sewerage District 3

Parameter North Sewerage

District 3 Pumping Station



Pumping head 19m


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The ULB staff of Harihar suggested an alternative option of laying a gravity sewer from Keshav Nagar

to a newly proposed site about 4 to 5 km north of Harihar. This option was considered during

preparation of KMRP DPR but, it is not cost effective in the present scenario. In the future a gravity

sewer to serve Keshav Nagar and other areas on the east of Harihar can be laid to convey sewage

from these areas to the proposed new STP site. The proposed pumping station of KISWRMIP shall

be decommissioned to connect the flows to the new gravity sewer to divert flows to the new STP.

In the present scenario, no additional waste water treatment capacity is required until around 2021.

The new treatment plant is in the Tranche-1 investment envelope.

The previous location of the pumping station shown in the KMRP DPR is discounted because of the

social considerations and ADB’s safeguards policy.

A new location is identified in consultation with the ULB. The proposed new location of lift station for

North Sewerage District 3 in the northeast of Keshav Nagara in a park/ open space proposed in

DHUDA Master Plan.

Figure 25: Map Showing Proposed Sewerage Network for NSD3 Under KISWRMIP

10.9.3 Proposed Sewerage Network for South Sewerage District 2 Under KISWRMIP

The projected population for the ultimate year for South Sewerage District 2 (NSD2) is 3,678. The

total length of the proposed sewerage network is about 7km with the depth of excavation ranging from

1 to 4m. A rising main of about 300 m is required to pimp the flows from the proposed PS located with

the APMC Market Yard premises to the ridge manhole as shown in the map. The layout of the

proposed sewerage system is shown the map below.

Details of the proposed sewer network for South Sewerage District 2 are as follows.

A small Lift Stations is proposed in South District 1. The proposed Lift Stations will pump the sewage

to the nearest manhole of the gravity sewerage system.


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Table 35: Details of the Lift Station for South Sewerage District 2

Parameter South Sewerage District 2 Pumping

Station



Pumping head 18m

The previous locations of sewage lift station for South Sewerage District 2 suggested in KMRP DPR

are discounted based on the environmental and social and considerations and ADB’s safeguard

policy. One of the previous location was with in the school play area or park and the other location is

in the flood plain.

A new location has been identified for the proposed lift station in consultation with the ULB. The new

location is in the south east corner of the APMC Market Yard, as shown in the sewerage concept

plan.

The alignment of the sewer network is planned along the proposed roads where, there are no existing

roads in the area. This issue has been discussed and agreed with the ADB to use proposed roads in

the planning of sewer network. The ULB needs to take necessary steps to acquire the land as

proposed in the Master Plan to minimise the delays. In the sewerage concept plan the proposed

roads are colour coded in Red to locate them easily. The proposed roads are marked in the concept

plan only in locations where sewer lines are proposed.

Figure 26: Map Showing Proposed Sewerage Network for SSD2 Under KISWRMIP


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10.10 Overall Sewerage Concept Plan with KMRP and

KISWRMIP Proposals The overall sewerage concept plan of Harihar with KMRP and KISWRMIP proposals is shown below.

The proposed network under KMRP is shown in red and network proposed under KISWRMIP is

shown in purple. Please refer the map below for further details of the proposed sewer network.

Figure 27: Sewerage Concept Plan Which Includes KMRP and KISWRMIP Proposals


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Figure 28: Legend for the Sewerage Concept Plan Shown Above

10.11 Wastewater Treatment Plant The projected wastewater flows from Harihar city for 2031 and 2046 are estimated to be 16Mld and

19Mld, respectively. These estimated wastewater flows are based on the assumption that, 85% of

properties will be connected to the proposed sewer network.

Under the present KMRP scheme, the existing NRAP treatment works is being rehabilitated to

provide a treatment capacity of 8.8Mld. Subsequently, the works will need to be upgraded to treat

additional flows in future. Considering the non-availability of land adjoining the existing site and the

near proximity of the city, an aerated lagoon process with a capacity of 14Mld, seems a probable

solution.

The additional capacity of wastewater treatment is required around 2019. The provision of additional

capacity is outside time-span of the Tranche-1 investment.

As an alternative to the aerated lagoon, SBR process might be considered to provide additional

treatment capacity required for 2046, or later, flows of 19Mld. The option of the second, additional site

as discussed in the previous section can be considered, also at that time.

Raw screened sewage from the suction well of the terminal pumping station shall be pumped to the

influent distribution chamber of the treatment works. The treatment consists of three types of ponds,

Anaerobic, Facultative and Maturation ponds.

The wastewater will be treated to the standards of Stream disposal, i.e. 30 mg/l BOD, 20 mg/l SS, and

disinfected through online chlorination. The effluent will be discharged into the nearby Nala.

10.11.1 Sludge Management Facilities

The additional stabilisation pond proposed for treating wastewater to 2031 produces an insignificant

quantity of sludge and therefore no additional sludge handling and dewatering facilities are required.


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11 Re-Use of Wastewater Final Effluent

There is no significant demand for recycled wastewater water from any of the existing industrial

estates and industries in and around Harihar.

Nevertheless, either (i) new industries and/ or large industrial estates which need recycled wastewater

should be located to utilise treated effluent from the existing and proposed STPs in Harihar or (ii)

industry should be encouraged, through the wastewater service charge, to construct on-site

wastewater treatment facilities and re-cycle their own wastewater. If shown to be financially viable,

medium quantities of wastewater could be taken by tanker from the treatment works to the industrial

user.

The treated effluent will have BOD of 30 mg/l, suspended solids level of less than 100 mg/l and faecal

coliform less than 1000/100 ml making it suitable for unrestricted irrigation. The treated effluent may

be discharged into a natural drainage channel passing beside the treatment plant. This natural

channel runs through agricultural fields providing easy access for farmers to use treated effluent for

cultivation.

As an alternative to discharging directly into a water course, the flow could be diverted to a specially

constructed pond for fish farming.

The outflow from the pond shall be connected to a natural water course to be used for cultivation. The

proposed investment does not include a pond or for the purchase of the required land. It is

recommended that the option be considered further by the ULB for take-up by the private sector.


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12 Service Provider Organisation

12.1 Introduction It is assumed that maintaining the status quo is not an acceptable option as the current service is

under resourced and under financed. As a direct consequence of this the standard of service is

universally poor in terms of the quantity of water available, quality of water provided to consumers,

staff performance and asset performance.

The substantial level of investment in water and wastewater assets will provide an ideal opportunity to

upgrade the management and organisation of service provision in these areas. We recommend that

this opportunity be grasped and an operating structure put in place that allows staff to familiarise

themselves with the new assets whilst they are being constructed and then to take that knowledge

forward into operations and maintenance activities.

Essentially, we suggest that ULBs, as the legal entities, have three options should they wish to

progress from the current, unsatisfactory position:

� Expansion of their internal water departments through capacity development;

� Enter into some form of “association” with neighbouring ULBs, and

� Establish a Special Purposes Vehicle (SPV) as an extension for those ULBs who wish to

combine more than just “associate”.

The arguments in favour and against each option are set out in the Road Map. Our suggestion,

supported by the KUIDFC, is for the third option in which a district based SPV is formed.

Nevertheless, the route chosen is a matter for each ULB to decide individually based upon the

circumstances and preferences of each ULB.

12.2 Organisational Structure of the Service Provider

For a service provider’s operational function to be successful, some key criteria need be met:

� A clear organisational structure is required for the operations function with adequate trained and experienced managers for the operation and maintenance of the assets;

� The organisational structure should have lines of responsibility and accountability that are clearly defined;

� The operations team will require a Management Information System that is sufficient to report all operational and associated UWSS activities and to hold current data so enabling the operations team to monitor their performance against service objectives, and to make decisions based upon current, auditable data;

� The size of the operational units must be such that they are cost efficient yet of sufficient size to justify computer and other technical and business support systems;

� Maximum use is made of the investment in SCADA, network modelling and other business systems;

� Levels of Customer Service are adopted that meet PSA requirements, yet ensure customer “value for money” commensurate with the charges made, and

� Customers should be able and encouraged to participate in the discussions regarding levels of customer service and operational performance.

We recommend for consideration a structure built around the four principle functions of UWSS service provision:

� Customer Services –to be responsible for all customer services;


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� Corporate Services – to include such as finance, administration and human resources;

� Operational Services Directorate – all operational activities, and

� Asset Services Directorate – responsible for planning, capital works etc.

12.3 Establishment Size Recommendations for the establishment size are very hard to make for a variety of reasons:

� Level of service provided;

� Extent of outsourcing;

� Affordability, and

� Extent to which automation is adopted.

Indicative figures within the World Bank: “IBNET Water Supply and Sanitation Performance Blue

Book” suggests an establishment of around 1 staff member per 1,000 customers. Practice also

suggests an operational to administrative staff ratio of 5:1. We suggest that these be long-term

establishment levels and not achievable in the short to medium term due to a reluctance to increase

charges to meet the increased staff costs, charges that are unlikely to be accepted without first an

improvement in service.

To put the required establishments in context, in the pilot tranche-1 towns, the establishment for

Harihar would increase from the current 41 to around 100; Byadgi from 23 to 28 and for Ranebennur

from 46 to around 100. The largest increase would be in Davangere where an establishment of

almost 200 is required

In reality, the numbers would not increase linearly, but would increase more rapidly for smaller utilities

and flatten as the population served increased due, for example, to a larger treatment plant not

needing a significant increase in manpower resources over a medium sized plant, or an increase in

the customer base not necessarily requiring an increase in administrative staff.

The suggested establishment numbers include contractor employees and also some employees

currently employed in the ULB in multi-functional roles. The increase would not be as great as first

suggested. The above numbers could be further reduced by the use of contractors for the operation of

the treatment plants, outsourcing revenue meter reading and billing and by the use of ULB staff for

some of the Corporate Services, such as legal and some financial and human resource services.

Similarly, there could be an expected decrease in the staff establishment per ULB if the ULBs were to

“associate”, as currently proposed by the KUIDFC.

At this Feasibility Study stage due to the several unknowns, we cannot be precise about staffing

numbers; merely provide indicative establishment levels. Our suggestion is for a detailed Human

Resource Plan to be produced when the preferred operational structure is agreed by a ULB, and the

Customer Service Level determined i.e. a higher and more expensive level of service will require

higher staffing levels. The full extent and viability could also be evaluated.

12.4 Training Apart from stating that a training programme will be essential, until the modality for service provision

amongst the state ULBs is determined – i.e. by a single ULB, a SVP or even by contractor, and a

Human Resource and Development Plan is produced, a training budget cannot be prepared.


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Training would need to be provided primarily for managers, engineers and treatment plant operators

in public health engineering, network management, water and sewage treatment plant operation and

maintenance.

As well as specific in-house training, courses are available at training institutions such as All India

Institute of Hygiene & Public Health (AIIH&PH), Institution of Public Health Engineers, Kolkata, Metro

Water Training Centre, Chennai Metropolitan Water Supply, & Sewerage Board, and Municipal

Corporation of Greater Mumbai, Civic Training Institute.

The Institute of Public Health Engineering Kolkata charges a fee of around Rs.150,000 per course,

the class size batch being more or less 25 participants. The fee includes training materials and

working lunch. The Institute does not have hostel facility. However, it will out-source board and

lodging facilities for which, by a rough estimate, the cost per participant per day will be around

between Rs.750 at government accommodation, inclusive of food.

12.5 Plant and Equipment The ULBs as service providers will require both plant and equipment to be able to maintain the

equipment procured under the investment and the necessary business systems for the management

of the service. Typical of such plant is sewer cleaning equipment; CCTV and leak detection

equipment.

Again, as with the training requirement the requirements cannot be finalised until the service provision

modality is agreed by the ULBs. The equipment to be purchased under other current funding is also

unknown.

Accordingly, a provisional sum of $0.09M has been allowed in the Tranche-1 investment.


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13 Cost Estimates

13.1 Scope of Proposed Works

13.1.1 Water Supply

Table 36: Scope of Works for Water Supply Project Components

Project Elements Components Objectives

Water Procurement

Rehabilitation of existing works and enlargement to supply total of 26Mld of treated water. Provision of stand by generation

Upgrading and expansion of existing DWTP:

• Additional clariflocculator tank/tube or plate settler

• Double the number of existing rapid gravity sand filters

• Upgraded chlorine handling and dosing facilities (improve safety)

• Sludge dewatering plant & short term on site storage

• Site laboratory for drinking water quality monitoring and analysis of samples from supply network as well as the treated wastewater discharged from the WWTP.

New process instrumentation & control system connected to control room either in ULB offices, or on this DWTP site. This system will also include the telemetry signals from the WWTP, water supply and sewerage system. Additional high lift pumping capacity at treatment works. Installation of bulk flow meters and measurement devices for energy audits Stand by generation units at the treatment works and pumping stations

Increased capacity to provide for continuous water supply, nominally to yr2031. Full compliance with Indian drinking water quality standards Reduced water losses in treatment process Improved security for continuity of production and supply Ability to perform annual energy audits

Water Networks

Construction of new elevated storage facilities. Rehabilitation of existing facilities

Construction of two elevated storage facilities.

Replacement of existing service reservoirs at Court

Tank, and rehabilitation of other existing facilities Installation of bulk flow meters on inlets &outlets of reservoirs Safe access to the facilities and to the water spaces with measures to prevent contamination of the water stored

Increased storage capacity Monitoring of flows Reduced risk to water quality Increased safety for employees and site security


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Supply and installation of bulk flow meters. Installation of flow control valves in the existing raw water transmission pipeline New strategic transmission main Rehabilitation of existing strategic main

Installation of bulk flow meters, control valves and air valves in raw water transmission main. Laying of ductile iron pipes for strategic network to connect treatment works to the new storage reservoirs, including installation of bulk flow meters:

DN Length Material

DN250 0.20km

DI DN300 2.50km

DN400 1.00km

Network management of the supply system Ability to maintain water levels in strategic storage facilities and so meet customer demand with continuous supply Monitoring of flows and pressures in strategic network, including for NRW management Reliability of supply to existing service reservoirs

Extension and rehabilitation of distribution network including house service connections Establishment of District Metering Areas for NRW reduction management

Rehabilitation of 49 Kms of the Existing Network including valves and other ancillary equipment

Pipe Size in “mm” Length

DN90 12.7 Kms

DN100 17.1 Kms

DN150 9.4 Kms

DN200 4.5 Kms

DN250 3.6 Kms

DN300 1.7 Kms Laying of 25kms of Distribution Network in the newly developing areas including valves and other ancillary equipment

Pipe Size in “mm” Length

DN90 6.5 Kms

DN100 8.7 Kms

DN150 4.8 Kms

DN200 2.3 Kms

DN250 1.8 Kms

DN300 0.9 Kms Making approximately 8,700 connections.

Extension of network to un-serviced areas. Rehabilitation of existing mains and to provide required additional capacity Improved NRW performance Regularisation of unauthorised connections

13.1.2 Wastewater Collection System


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Table 37: Scope of Works for Wastewater Collection Project Components


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Project Elements

Components Objectives

Sewer

network for

NSD1 and 3,

SSD2.

Laying of following sewer networks:

Pipe Size in mm

Pipe Material Length in

km

DN150 uPVC or SWG* 20.3

DN200 uPVC or SWG* 2.0

Total 22.3

To provide 100%

wastewater

coverage in areas

where population

density is greater

than 100 people/

hectare.

Manholes for

the above

sewer

network.

Providing and construction of about 750 Reinforced Cement Concrete 1:1.5:3 Manhole chambers.

Average Depth Range of the Manholes

Number of manholes

0 to 2m 500

2m to 4m 250

4m to 6m 0

Total 750

Collection

chambers for

house sewer

connections

Construction of collection chambers to providing house sewer connections for approximately 3050 properties, which include construction of about 1020 sewage collection chambers of size 0.45mx0.450m clear inner dimension and 0.6m depth in BBM with 23 cm thick wall in C.M 1:6 and a

connection from collection chamber to public manhole through 110mm diameter uPVC pipe with an average length of about 5m.

For the operation and maintenance of the proposed sewer network and to make connections from the sewage collection chambers or properties.

Road

restoration Road restoration of approximately 22.3 km for the above sewer network works

To restore the road

to normal condition

after laying

proposed sewer

network

Two sewage lift stations for NSD3 and SSD2 and rising mains

Construction of two Lift Stations for an average flow of less

than 1 Mld, and laying of 150mm DI K9 rising main of about

1000m.

To collect and

convey wastewater

from the NSD3 and

SSD2 to the

treatment works.


96

13.1.3 Wastewater Treatment

Table 38: Scope of Works for Wastewater Treatment Project Components

Project Elements Components Objectives

No capital works envisaged within the Tranche-1 investment of KISWRMIP

13.2 Capital Cost Estimates Within the following estimates:

� An exchange rate of 1US$ to 55 INR has been assumed;

� Main and sewer laying costs are based upon recent contract rates.

Costs for the various Water Supply Components considered under the present investment

programme are based largely on the Schedule of Rates of Karnataka Water Supply and Drainage

Board. The KUWS&DB, Schedule of Rates provides for applicable rates related to works for

improvement water supply and drainage facilities for the urban areas in the State. The KUWS&DB,

SoR was issued in 2008–09. To assess the realistic rates, the base rates provided in the SoR have

been enhanced by considering an annual inflation rate of 6%.

For various item of works that have not been listed out in KUWS&DB, Delhi Schedule of Rates,

issued by the Central Public Works Department (CPWD) have been consulted. The Delhi SoR has

been issued in 2012, and the rates have been considered, wherever applicable without further

escalation.

Rates have been discussed and agreed with the KUIDFC as reasonable taking into consideration

their experience. It should be noted that the rates are “best estimates” pending the detailed design

and are subject to commercial influence at the time of bidding. .

13.2.1 Unit Cost for Pipeline Works

For works related to pipeline networks, the cost of pipe material, supplying and laying is a significant

proportion of the total costs. Thus, for arriving at costs for pipeline network, rate analysis for unit

length of pipe has been derived for each pipe diameters. The unit cost for pipes has been the basis

for assessing the cost for works involving pipeline networks – see Attachment 3.

The Unit Base Cost (as per KUWS&DB SoR) for Ductile Iron (K9 and K7) and HDPE pipes and the

derived cost for supplying and laying of HDPE Pipes (PN-10, Grade PE-100) derived is presented

below:

Table 39: Derived Cost for Pipeline Works

Pipe Diameter Base Rate - KUWS&DB SoR

Present Rate @ 6% increase

Derived Rate for Laying / Rm

90mm HDPE 285.00 390.00 605.00

110mm HDPE 419.00 570.00 800.00

160mm HDPE 822.00 1110.00 1450.00

200mm HDPE 1273.00 1710.00 2205.00

250mm HDPE 1957.00 2620.00 3255.00


97

Pipe Diameter Base Rate - KUWS&DB SoR

Present Rate @ 6% increase

Derived Rate for Laying / Rm

200mm DI (K7) 1845.00 2470.00 3100.00

250mm DI (K7) 2427.00 3250.00 4000.00

300mm DI (K7) 3079.00 4130.00 5050.00

350mm DI (K7) 3818.00 5110.00 6400.00

400mm DI (K7) 4599.00 6160.00 7700.00

450mm DI (K7) 5453.00 7300.00 9150.00

500mm DI (K7) 6334.00 8480.00 10800.00

150mm DI (K9) 1633.00 2190.00 2500.00

200mm DI (K9) 2112.00 2830.00 3250.00

250mm DI (K9) 2829.00 3790.00 4250.00

300mm DI (K9) 3584.00 4800.00 5350.00

350mm DI (K9) 4426.00 5930.00 6650.00

400mm DI (K9) 5332.00 7140.00 8000.00

450mm DI (K9) 6368.00 8530.00 9600.00

500mm DI (K9) 7362.00 9860.00 11000.00

600mm DI (K9) 9742.00 13040.00 14400.00

13.2.2 Unit Costs for Meter and Household Connections

The purchase cost of bulk meters comprises a major component in their supply and installation. The

cost is also heavily dependent on the manufacturer and specification, especially regarding accuracy.

As such, market rates for bulk flow meters were sourced and a rate for installation analysed for

various diameters of flow meters.

Rate analysis for Household Connections including domestic connections has been sourced from

works being carried out for 24 x 7 water supply system in Gulbarga, Belgaum. Costs for domestic

meters have been considered as INR 2000 and INR 2500 for 15mm and 20mm respectively.

The average cost for household connections has been assumed as INR 5000, based on recent

works.

13.2.3 Unit Costs for Civil Works: Service Reservoirs

For assessing the cost for Service reservoirs, both Ground level and overhead reservoir, the

KUWS&DB provides a list of items,that are applicable. Detailed cost estimate for service reservoirs

has been worked out based on the items of work listed in the KUWS&DB SoR. See Attachment 4.

The P Cost for an “Intze” Type overhead reservoir with a staging height of 21m has been worked to

be 10.0 INR per litre stored; for ground service reservoir at 6.0 INR.

13.2.4 Unit Costs for Civil Works: Water Treatment Plant

For works related to water treatment plants, lump-sum rates have been considered in consonance

with available Schedule of Rates, documented elsewhere. The Public Health Engineering Directorate,

Government of West Bengal in its Schedule of Rates issued in June 2011 suggests a per litre cost of

5.40 INR for a conventional water treatment plant with Clariflocculator, for capacities ranging from 10

Mld – 50Mld.

Considering all options including inflation, the cost per Litre for a conventional water treatment plant

has been considered at 7.0 INR per litre, for capacities in the range of 15 – 20Mld.


98

13.2.5 Water Procurement

Water Procurement costs are shown in the following table.

Table 40: Cost Estimates for Water Procurement

Project Element Estimated Cost $M Remarks

Installation of bulk flow meters in raw and clear water mains 0.13

Improved network management leading to reduced physical and commercial losses

Construction of New Water Treatment Plant (18 Mld) 2.29

Rehabilitation of existing WTP 0.29

Rehabilitation of existing WTP and re-cycling of filter back-wash water and sludge management facilities.

Provision for SCADA at the Water Treatment Works 0.09

Automation / Regulating pump operation based on Tank water levels

Sub-total for Water Procurement Works $2.80M

13.2.6 Water Supply and Distribution

Table 41: Cost Estimates for Water Supply and Distribution

Project Element Estimated Cost $M

Remarks

Construction of new water storage facilities 3 x 900Kl @ INR 10 Per Litre

0.49 Three high level tanks proposed

Laying of strategic network: Proposed including Rehabilitation/ Replacement of Existing strategic network

DN Length Unit Cost ($/m)

Cost ($M)

DN450 DI (K9) 262 0.0

DN400 DI (K9) 1.0 Km 145 0.145

DN300 DI (K9) 2.5 Km 97 0.243

DN250 DI (K9) 0.2 Km 77 0.015

Note: Unit costs do not include cost for Road Restoration. Cost for Road restoration (0.005 Million US$) has been accounted for separately in the estimated cost.

0.42

Strategic transmission mains with diameters varying from 250mm to 400mm.


99

Project Element Estimated Cost $M

Remarks

Rehabilitation of existing Distribution network


Cost ($M)

DN300 DI (K7) 0.3 Km 91.8 0.156

DN250 DI (K7) 4.9 Km 72.7 0.262

DN200 HDPE 9.7 Km 40.1 0.180

DN160 HDPE 10.7 Km 26.4 0.248

DN110 HDPE 23.1 Km 14.5 0.248

DN 90 HDPE 5.9 Km 11.0 0.140 Note: Rehabilitation of the distribution network will entail road restoration, including an estimated 5800 household connections (Regularizing existing connections) including domestic meters, costs for which have been separately considered.

1.85

Improved water usage efficiency and maximising revenue water for improved financial position of ULBs

Supplying of Laying of Pipes in Newly developing areas


Cost ($M)

DN300 DI (K7) 0.4 Km 91.8 0.083

DN250 DI (K7) 4.9 Km 72.7 0.131

DN200 HDPE 9.9 Km 40.1 0.092

DN160 HDPE 10.9 Km 26.4 0.127

DN110 HDPE 23.4 Km 14.5 0.126

DN 90 HDPE 5.8 Km 11.0 0.072 Note: Rehabilitation of the distribution network will entail road restoration, including an estimated 2900 household connections (Regularizing existing connections) including domestic meters, costs for which have been separately considered.

0.95

Increase water distribution network into new areas, including for new reservoirs and for metered connections

Providing and Installing 7,100 domestic meters in the existing distribution network.

0.27

Sub-total for Water Distribution Works $3.98M


100

13.2.7 Cost Estimate for Wastewater Collection System

Table 42: Cost Estimates for Wastewater Collection

Project Element Estimated

Cost $M

Laying of uPVC or SWG sewer network with the depth ranging from 1m to 5m

Pipe Size in

mm

Pipe Material

Length in km

Average Unit Rates

per m

Amount in M Us$

Amount in INR Crores

DN150 uPVC or SWG*

20.3 16.5 0.335 1.842

DN200 uPVC or SWG*

2.0 33.5 0.067 0.369

Total 22.3 0.402 2.211

*For the pipes sizes of 150mm and 200mm - uPVC pipe rates are considered in the estimate. However, if good quality SWG pipes with rubber rings are available for these pipe sizes in the project area, the sewer network cost will reduce. The unit rates for laying sewer networks are calculated for the average depth ranges separately for 0 to 2m, 2 to 4m and 4 to 6m. For Harihar the average unit rates of 0 to 2 m and 2 to 4m are considered for the sewer network with 150mm diameter. The average unit rates of 2 to 4m and 4 to 6m are considered for the sewer network with 200mm diameter. Note: The above unit rates do not include cost of manholes, road cutting and restoration.

0.402

Providing and construction of about 750 Reinforced Cement Concrete 1:1.5:3 Manhole chambers.

The depth of proposed manhole chambers will be in the range of 1m to 5m.

The average depth rages of the manholes are as follows.

Average Depth Range of the Manholes

Number of manholes

Average Unit Rates in INR

Amount in M Us$

Amount in INR Crores

0 to 2m 500 12337 0.112 0.617

2m to 4m 250 28109 0.128 0.703

4m to 6m 0 49685

Total 750 0.240 1.320

0.240

Providing house sewer connections to about 3050 properties, which include construction of about 1020 sewage collection chambers of size 0.45mx0.450m clear inner dimension

and 0.6m depth in BBM with 23 cm thick wall in C.M 1:6 and a connection from

collection chamber to public manhole through 110mm diameter uPVC pipe with an average length of about 5m.

0.112


101

Road restoration for approximately 22.3 km which includes 40% Bitumen Roads, 40% Cement Concrete Roads and remaining 20% WBM Roads. (Lump sum provision is made in the estimates for this component)

0.203

Construction of two Lift Stations for an average flow of less than 1 Mld, and laying of 150mm DI K9 rising main of about 1000m.

0.10

Sub-total for cost of works $1.057M

Tender premium/ cost escalation over KUWSDB 2008-09 SSR rates @ 30% for

wastewater networks and treatment plants. 0.317

Total Cost of Wastewater Collection Works $1.37M


No investment is required in Tranche -1 for the wastewater treatment as discussed above in the

report.

13.2.9 Other

In addition to the above, the following costs are to be included in the overall estimate:

� Resettlement and compensation etc.: $0.05M

� Public & Individual toilet programme: $0.25M, and

� Environmental Safeguards $0.01M, and

� Plant and equipment: $0.09M

$0.40M

13.3 Summary of Cost Estimates Table 43: Total Required Capital Investment

DAVANGERE RANEBENNUR HARIHAR BYADGI

WATER SUPPLY

Procurement 1.62 3.05 2.80 0.07

Network 17.65 5.87 3.98 1.60

Base Cost 19.27 8.93 6.78 1.67

Physical Contingency 1.45 0.67 0.51 0.13

Price Contingency 2.36 1.15 0.86 0.10

Project O&M - Contract Period 0.51 0.95 0.88 0.00

Sub Total 23.59 11.70 9.03 1.90

WASTEWATER (including RP, Toilet and EIA) Network + Jetting Machine etc., 20.56 2.98 1.46 3.76

Treatment 1.10 0.00 0.00 0.55

Base Cost 21.66 2.98 1.46 4.31

Land and Resettlement Cost 0.49 0.00 0.05 0.32

Toilet Blocks 1.11 0.52 0.25 0.20

Environmental Impact Costs 0.01 0.00 0.00 0.01

Physical Contingency 1.71 0.26 0.11 0.38


102

DAVANGERE RANEBENNUR HARIHAR BYADGI

Price Contingency 3.04 0.45 0.29 0.28

Project O&M 0.00 0.00 0.00 0.00

Sub Total 28.03 4.21 2.17 5.51

Project Total Investment $51.62M $15.91M $11.20M $7.41

13.4 Operating Costs

13.4.1 Water Treatment

Water treatment costs are marginal, depending upon the flow through the works. The two major costs

are chemicals and power, manpower is included in the above establishment estimate.

Pumping costs we have estimated to be $0.20M in 2016 rising to $0.26 by 2031, based upon a

constant power cost of Rs5.0/KWH.

Chemical costs, we estimate to increase from $0.11M in 2016 to $0.15M by 2031, at current prices.


Again, the costs are for power and chemicals. Indicative 2016 power costs would be around $0.11M

per year, with chemical costs of $0.14M rising to $0.16M and $0.20M by 2031, respectively.

Table 44: O&M Costs

Subjective

Water

System

Wastewater

System

2016 2031 2016 2031

Staff and depot costs 0.20 0.20 0.12 0.12

Power 0.20 0.25 0.01 0.02

Consumables and chemicals 0.11 0.15 0.01 0.01

Mains and sewer repairs 0.03 0.02 0.01 0.03

Miscellaneous @ 20% of operational costs – allocated to

each Head 0.11 0.12 0.03 0.04

Total OPEX 0.65 0.74 0.18 0.22


103

14 Project Implementation

14.1 Implementation

14.1.1 General

We suggest that the required project works in each ULB be considered for implementation as a single

project, across all four.

14.1.2 Steering Committee

We suggest the established IWRMP Steering Committee to continue.

The members include Additional Chief Secretary (Committee Chair), MD of KUIDFC (Committee

Secretary), Principal Secretary of the Urban Development Department, Principal Secretary of

Planning Department, Secretary for municipalities and urban development authorities of Urban

Development Department, secretary for expenditure of the finance department and director of

Directorate of Municipal Administration.

14.1.3 Executing Agency

The KUIDFC would continue as the nodal executing agency (EA) responsible for implementing

NKUSIP.

Investment Programme implementation activities will be monitored by KUIDFC through a separate

Programme Management Unit (PMU), which will be set-up within KUIDFC. The Managing Director of

the KUIDFC will head the PMU and will be assisted by an Executive Director at the Regional office of

KUIDFC at Dharwad to oversee the Investment Program progress.

A team of senior technical, administrative and financial officials will assist the Executive Director in

controlling and monitoring Investment Program implementation activities.

We suggest that the Executive Director be supported by a new Divisional Office established at

Davangere. The consultant team will be under the Divisional Programme Director and will be involved

in project planning, preparation of subproject and cost estimates, co-ordination, technical guidance

and supervision, financial control, training and overall subproject management.

All Investment Program decisions will be made by the Executive Director who shall operate from the

PMU, Dharwad; only interactions with GoK, GoI and ADB shall be conducted through the KUIDFC

office at Bangalore.

An IWRM Project Management Unit is proposed to assist in the execution of the Programme,

including for the selection of Tranche-2 and subsequent towns.

14.1.4 Implementing Agency

Implementation Agencies (IA) in each of the Tranche-1 ULBs will oversee sub-project component

implementation at the sub-project towns, where the Investment Program ULB will implement sub-

project components.

A Programme Implementation Unit (PIU) is to be established in each ULB unless one or more of the

ULBs decide to form a single PIU.

Other than the above institutional setup, a District Level Programme Steering Committee will be set

up in each district to monitor implementation of subprojects and institutional reforms. The District

Level Programme Steering Committee we propose to consist of Deputy Commissioner of District,

Divisional Program Director from concerned divisional office, Municipal Commissioners’ / Chief

Officers of Investment programme ULB and President / Chair of investment programme ULB. The

District Level Programme Steering Committee will report to the PMU Executive Director: Dharwad.


104

14.2 Works and Supervision Contracts

14.2.1 Design and Works Supervision Contract

The proposed Design and Works Supervision Contract (DSC) relates to elements under the project

for the design, review of contractor designs and construction supervision activities together with

outputs relating to safeguards compliance, community mobilization and benefit monitoring and

evaluation.

In addition to the normal responsibilities under an ADB DSC contract, the Contract will include for:

� Preparation of designs for sewerage schemes in Ranebennur, Harihar and Davangere, and

� Review designs submitted by bidders for water subprojects in Project 1 towns and Byadgi

sewerage scheme.

The contract will be prepared by the KUIDFC with the assistance of this PPTA Phase II, and be

entered into by the KUIDFC and the appointed contractor.

We would anticipate the consultant to be Indian national and that selection would be Quality- and

Cost-Based Selection (QCBS).

14.2.2 Water and Wastewater Treatment Plant Construction & Networks

Following discussions with the KUIDFC and the ADB following the issue of the Draft Final Report, the

proposed packaging of the work elements is as follows:

Table 45: Packaging of Work Elements

Package Location Description

1

Byadgi

Design, build and operate & maintain wastewater treatment plant and first-time sewer network in town, including for household connections.

Contract to be performance based and of 6 yrs duration – 2yrs design & construct with 4 yrs O&M

2

Build improvements to potable network water comprising new and rehabilitation of existing water strategic and distribution mains, water storage facilities, new service connections and installation of bulk and customer meters.

The contract to be 6yrs and include for the O&M of the network.

3

Davangere

Design, build and operate & maintain wastewater treatment plant.

Expansion of the sewer network, construction of pumping station.

Contract to be performance based and of 6 yrs duration – 2yrs design & construct with 4 yrs O&M

4


Improvements to water treatment plant


5 Ranebennur

Expansion of the sewer network and construction of pumping station

6 Installation of sludge thickening equipment for wastewater treatment


105

Package Location Description

plant

7




8

Harihar

Expansion of the sewer network and construction of pumping station

9




14.3 Implementation Programme

Work subsequent to the submission of the Final Report, including this Feasibility Study, comprises:

Table 46: Remaining Tasks

Group Activity By Whom Duration

Loan ADB Fact Finding Mission

ADB with local stakeholders

2 months

Agree and finalise loan terms GoI, GoK and ADB 3 months

IWRM Project Management Unit

Established and staff appointed KUIDFC 6 months

PMU & PIUs Establish or develop existing KUIDFC 1 month

Works & Supervision contracts

Draft contract for Design & Supervisory consultants, including for DPR preparation

KUIDFC with ADB support through PPTA Phase II

1 months

Appoint consultants 4 months

Prepare DPRs and Contracts Consultants to KUIDFC 6 months

Appoint Works contractors Consortium of Tranche-1 ULBs advised by KUIDFC/PPTA Phase II

4 months

Sector Reorganisation

Establish Drinking Water Supply Mission and Council Sector stakeholders led by

Department for Urban Development/KUIDFC

On going Establish SPVs and separate UWSS departments in ULBs


106

A suggested Implementation Programme is provided below:

TA 7954–IND: KISWRIP Draft Final Report: Annex 3 – Harihar Feasibility Study December 2012

107

Table 47: Implementation Programme

2012 2013 2014 2015 2016/20

Q1

Q2

Q3

Q4

Q1

Q2

Q3

Q4

Q1

Q2

Q3

Q4

Q1

Q2

Q3

Q4

Q1

Q2

Preliminary Activities

Submit Final Report

ADB Fact Finding Mission and Approve loan etc Establish PMU and PIUs

Establish IWRM Project Management Unit

Draft contract for Design and Supervision Contract

Appoint D&S consultant when loan approved

Implementation Phase

Prepare DPRs and works contracts

Appoint contractors

Treatment Plant & Strategic network

construction 2 year construction period

O&M Phase 5yr extended O&M phase

Wastewater networks 2 year construction period

Period in which ULBs meet performance criteria Potable water network enhancements and rehab.

Start date dependent upon ULB meeting performance criteria

2 year construction period.


108

15 O&M of the Facilities

Within the “Final Report Volume 1: Institutional Road Map”, there is a full discussion concerning the

O&M of the facilities, existing and proposed. The following are summary notes of that fuller discussion

that are pertinent to the Feasibility Study.

15.1 Planned Preventative Maintenance A computerised system of planned preventative maintenance is required to be introduced by the ULB,

or their contractor, in order to ensure the proper and efficient maintenance of the assets.

We suggest that this be a requirement within the proposed single treatment works construction

contract.

15.2 Asset Inventory As a requirement within the treatment works construction contract, we recommend that the contractor

be required to produce an asset inventory of all above and below ground assets, new and existing.

15.3 GIS & Network Modelling It is recommended that within the proposed Operational Consultancy contract, the contractor is

required to produce a GIS of the assets and to produce a network model to:

� Assist in the detailed design of new assets;

� Optimise pumping regimes;

� Assist in the location of leaks and unknown connections, and

� Generally assist in the operation of the system and emergency planning.

15.4 Energy Audit We recommend an annual energy audit be prepared to ensure optimum power energy consumption.

15.5 NRW Management and Reduction

15.5.1 NRW Policy & Targets

The setting of clear targets for the identification and reduction of NRW is essential to provide

guidance regarding the level of investment required in infrastructure and the resources needed in

terms of staff and equipment.

The establishment of a baseline is also a key element of the NRW reduction process. Between the

two elements the actual amount of NRW present in any system (or part of a system) and allows for

the identification of:

� Priorities for action (the most benefit can be gained from reducing the largest levels of NRW

first);

� The likely cost of reducing the level of NRW to the target (the lower the level of NRW to be

found the unit cost of reduction is higher as is the degree of effort required), and

� The potential benefit of reducing NRW in terms of the additional revenue to be gained and / or

the additional number of consumers that can be supplied or the additional hours of supply that

can be provided.


109

Without the baseline figure the measurement of progress towards achievement cannot be

established. However assuming a global figure of 50% NRW and a target level of 15% NRW the

following schedule can be used as a guideline.

Table 48: NRW Reduction Schedule

Year Activity / Target

Stage 1(yr1)

Recruit staff and, if used, NRW contractor; Procure equipment for the measurement of flows within networks; Install measurement equipment; Design flow monitoring regimes i.e. Supply Zones, DMA's etc., and implement; Commence household survey to validate Customer Data base; Install necessary revenue meters; Establish and gain approval for a consumer metering policy, and Determine Base line performance and set targets.

Stage 2 (yr2)

Complete household survey and continue to install revenue meters; Monitor flow measurement equipment; Document data collected; Analyse data, and Identify priority areas for action.

Stage 3 (yr3) Commence NRW identification and reduction

Year 4 and subsequent years

Continuous flow /pressure monitoring, and Continuous NRW identification and reduction towards set target

The resources and technology employed to reduce NRW has a direct impact on the level of success.

NRW identified and eliminated will be a mixture of physical losses from networks (real losses) and

unauthorised connections/meter under registration (apparent losses) which lead to increased

revenue. NRW reduction cannot therefore be divorced from action to measure the volume of water

legitimately taken by registered consumers. Metering is the best method of achieving this but it does

incur costs in the form of the:

� Procurement and installation of meters;

� Ongoing maintenance to maintain meter accuracy, and

� Billing and collection of charges raised.

Should a metering programme not be considered the most effective method then a representative

sample of consumers must be selected for:

� Assessment of water consumption;

� Identification of peak demands, and

� Monitoring of meter performance.

All consumers similar to those in the sample would then be charged on the basis of the volumes

consumed by the respective part of the sample.

For NRW calculations the number of consumers represented by each part of the sample must be

identified and the total volume consumed by each allocated to the water balance calculation (See

Annex 2 for a description).


110

This process must be continuous to identify changes in consumption patterns over time and variations

in consumption patterns during different part of the year.

15.5.2 Bulk Metering

A key element of the effort to identify and reduce NRW is the installation of bulk meters to measure

the flows and volumes of water through major pipes. The data collected is used to identify

unexplained discrepancies and to target remedial actions effectively.

Installing bulk water meters on the transmission main from the raw water Intake and intermediate

pumping station, at the inlet and outlet of the WTP and at the inlet and outlet of service reservoirs is a

primary task to create a water balance across the system and to identify which parts of the system

have high levels of NRW are.

15.5.3 District Metering

Initially the levels of NRW, particularly leakage and other losses, is expected to be high. Although

significant leakages can be located by physically inspecting pipe lines, sewer manholes for abnormal

flows, sounding valves and by “step-tests” etc. as losses are reduced a more structured approach will

need to be introduced using district metering. Within the current programme it is not recommended

that district metering be immediately adopted but that detailed designs for all mains extension and

replacement schemes incorporate district metering facilities for use at a later date.

15.6 Emergency Planning As a deliverable the O&M contractor will be required to prepare an Emergency Response Plan

covering both business functionality and operational aspects of the provision of WSS services.


111

16 Safeguards

The following are summaries of the Reports provided in “Draft Final Report Annex 5, 6 & 7:

Safeguards”. The Report of the Poverty and Social Development Expert comprises Section 2.

16.1 Environmental Assessment ADB requires the consideration of environmental issues in all aspects of the Bank’s operations, and

the requirements for Environmental Assessment are described in ADB’s SPS (2009). Harihar Water

Supply & Sewerage Subproject is classified as Environmental Category ‘B’, and accordingly an Initial

Environmental Examination (IEE) has been prepared.

Subproject components are located in Harihar urban area or in its immediate surroundings which

were converted into agricultural or urban use for many years ago, and there is no natural habitat left

at these sites.

The growth, development and environment of the city revolve around River Tungabhadra. Availability

of water, good connectivity has given rise to industrial development, and it is one of the important

industrial clusters in the State. Most of the industries are located outside CMC limit, and also on the

other side of the river (in Kumarapatnam), Harihar is the main base where most of the administrative

offices of these industries are located.

The industrial development also has negative impacts on the environment, particularly on River

Tungabhadra. The Central Pollution Control Board (CPCB) has declared the river stretch from

downstream of Harihar to Harlahalli as ‘polluted’. Due to the degradation of water quality, the old river

intake located just outside the city was decommissioned and a new intake was constructed 7 km

upstream.

Harihar is also a prominent religious place in Karnataka and is also known as “Dakshina Kashi”;

Harihareshwara Temple, dating back to 12th Century, is a Protected Monument under the control of

Archaeological Survey of India. Temple attracts large number of tourists during annual festival in

February

Potential negative impacts were identified in relation to location, design, construction and operation of

the improved infrastructure. Mitigation measures have been developed in generic way to reduce all

negative impacts to acceptable levels. Various design related measures suggested for: ensuring the

adequate water availability in the river; safe handling and application of chlorine; energy efficiency

design and uninterrupted power supply provision; standard operating procedures for operation and

maintenance; and imparting necessary training for ULB staff. No notable location specific impacts

were noticed.

During the construction phase, impacts mainly arise from the need to dispose of moderate quantities

of waste soil; and from the disturbance of residents, businesses, and traffic. These are common

impacts of construction in urban areas, and there are well developed methods for their mitigation.

Considering the importance of annual festival of Harihareswara Temple, it is suggested to avoid

construction work during the festival period. Once the improved system is operating, the facilities will

operate with routine maintenance, which should not affect the environment. Improved system

operation will comply with the O&M manual and standard operating procedures to be developed for all

the activities.

An Environmental Management Plan (EMP) is developed which includes (i) mitigation measures for

significant environmental impacts during implementation, (ii) environmental monitoring program, and

the responsible entities for mitigation, monitoring, and reporting; (iii) public consultation and


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information disclosure; and grievance redress mechanism. Mitigation will be assured by a program of

environmental monitoring conducted during construction and operation. Stakeholders were involved in

developing the IEE. The IEE will be made available at public locations and will be disclosed via EA/IA

and the ADB websites. The consultation process will be continued and expanded during project

implementation.

The citizens of the Harihar City will be the major beneficiaries of this subproject. With the improved

water supply, they will be provided with a constant supply of better quality water, piped into their

homes. The sewerage system will cover the presently uncovered areas under KMRP and will remove

the human waste from those areas served by the network rapidly and treated at the WWTP, currently

in implementation under KMRP, to acceptable standards. In addition to improved environmental

conditions, the subproject will improve the over-all health condition of the city. Diseases of poor

sanitation, such as diarrhoea and dysentery, should be reduced, so people should spend less on

healthcare and lose fewer working days due to illness, so their economic status should also improve,

as well as their overall health.

The subproject is unlikely to cause significant adverse impacts. The potential adverse impacts that

are associated with design, construction, and operation can be mitigated to standard levels without

difficulty through proper engineering design and the incorporation or application of recommended

mitigation measures and procedures. Based on the findings of the IEE, the classification of the

subproject as Category “B” is confirmed, and no further special study or detailed EIA needs to be

undertaken to comply with ADB SPS (2009) or GoI EIA Notification (2006).

16.2 Social Harihar CMC has water supply and waste water treatment components in KISWRIP.

16.2.1 Water supply

The additional land requirement for water supply facilities is minimal:

The proposed WTP will be located on the site of an abandoned water treatment plant. Additional raw

water pumps will be within the existing pumping station, and Treated water pumps will be located

within existing pump house.

Three new ELSRs will be constructed. One is proposed in the extended part of the city, Amravati

Colony, within the enclosed community land belonging to Amravati House Building Cooperative

Society. The land required for construction of the ELSR is 225sq.m, which will be donated by the

Housing Cooperative Society. The CMC authority, through concerned officials has started dialogue

with the governing body of the Society, who is willing to donate land since they are presently facing

hardship in getting adequate water and this facility, once constructed, will largely meet their demand

of assured supply of water in sufficient quantity.

During the social and resettlement assessment survey, a participatory consultation process was

initiated with about twenty members of the society including some women. The purpose of the

process was to explain to them about ADB’s policy on voluntary donation of land. This includes a

written and signed submission from the Housing Cooperative Society to the CMC stating that the

specific quantity of the land required for the purpose, showing the area in a sketch map of the

location, is donated voluntarily for the purpose without coercion or pressure. This also needs to be

endorsed by an independent third party, such as, Gram Panchayat.

The CMC officials and the Society‘s Govt. Body functionaries present in the meeting agreed to follow

all the legal procedures. The whole process has to be initiated by the Municipal Commissioner,

Harihar.


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It is apparent from the above observation that there will not be need for any additional land acquisition

and hence, preparation of Land Acquisition & Resettlement Plan is not necessary. However, as a

safety measure one Resettlement Framework (RF) will be prepared to address any unprecedented

resettlement issues in future during implementation stage. However, in that unlikely situation the CMC

will have to follow the RF and take necessary measure to mitigate any land acquisition & resettlement

issues in future.

16.2.2 Wastewater

Proposal for waste water includes sewerage lines for Sewage Districts in North and South and

installation of lifting/pumping stations in these two districts, since existing NKUISP project takes care

of other sewerage districts of the ULB.

The possible location for South Sewerage District II, pump station will be in the land owned by

Agricultural Producers’ Marketing Committee (APMC), a Government of Karnataka body. The

proposed plot has to be transferred from APMC to Harihar CMC and all cost of transfer will be borne

by the ULB. The site is approved by technical consultant and does not involve land acquisition. The

proposed location is vacant and free of encroachment / squatter settlement. ULB had identified earlier

another plot within CMC owned municipality park. But proximity to a school will make this option

unacceptable for ADB funded project due to environmental concern.

India: Karnataka Integrated and Sustainable Water Resources … · TA 7954–IND: KISWRIP Report: Annex 3 – Harihar Feasibility Study December 2012 ii Foreword This Feasibility

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