Technical Assistance Consultant’s Report
Project Number: TA 7954 December 2012
India: Karnataka Integrated and Sustainable Water Resources Management Investment Program
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.
Final Report: Annex 1
Davangere Feasibility Study
December 2012
Funded by for
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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 towns of Davangere, Ranebennur, Byadgi and Harihar, as the selected MFF investment Tranche-1 towns.
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 Studies have been sufficiently developed so 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” contracts, and for the preparation of realistic CAPEX and OPEX estimates.
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 – 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 - Financial and Economic 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 towns. 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 about the current service provision are not unique to Davangere. They were found in all the four subject Tranche-1 towns, and probably throughout Karnataka. The comments are not made to criticise but as a means of achieving the required long-
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TA 7954–IND: KISWRIP Final Report: Annex 1 – Davangere Feasibility Study December 2012 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.
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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
DN Nominal Diameter
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
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IEE Initial Environmental Examination
ID&IP Infrastructure Development & Investment Plan
IPPF Indigenous Peoples Development Plan
IND India
IEE Initial Environmental Examination
IWRM Integrated Water Resource Management
Karnataka Integrated and Sustainable Water Resources Management KISWRMIP 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
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RP Resettlement Plan
SPV Special Purpose Vehicle
STP Sewage Treatment Plant
SWP State Water Policy
TMC Town Municipal Council
TP Town 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
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Table of Contents
1 INTRODUCTION ...... 2 1.1 Project Background ...... 2 1.2 Socio-Economic Background...... 3 1.3 Climate ...... 3 1.4 Topography ...... 5 2 SOCIO-ECONOMIC STATUS ...... 6 2.1 Customer Survey ...... 6 2.2 Willingness to Pay for Water Supply Services ...... 6 2.3 Willingness to Pay for Sanitation Services ...... 6 2.4 Affordability and Vulnerability ...... 6 3 EXISTING CUSTOMER SERVICE LEVELS ...... 7 3.1 Water Supply ...... 7 3.2 Wastewater ...... 9 4 EXISTING WATER SUPPLY SYSTEM ...... 10 4.1 Overview of Water Supply Sources and Treatment ...... 10 4.2 New Tunga-Bhadra River Water Supply System ...... 11 4.2.1 Intake Works and Pumping Station ...... 11 4.2.2 Raw Water Rising Mains ...... 12 4.2.3 Water Treatment Plant ...... 12 4.2.4 Treated Water Pumping Station ...... 13 4.2.5 Strategic Transmission Main ...... 13 4.3 Bhadra-Harihar Branch Canal Water Supply System ...... 13 4.3.1 Intake Works and Pumping Station ...... 13 4.3.2 TV Station Treatment Plant...... 13 4.3.3 Treated Water Pumping Station ...... 13 4.4 Kundawada Water Supply System ...... 13 4.5 General Comment on the Facilities ...... 14 4.6 Strategic Transmission Network ...... 15 4.7 Water Storage Facilities...... 16 4.8 Distribution Network...... 34 4.8.1 Water Supply Connections...... 34 4.8.2 Condition and Maintenance of the Distribution Network ...... 35 4.8.3 Observations from Site Visit ...... 36
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4.8.4 Recommendations for the Pipe Laying and Maintenance ...... 37 5 EXISTING WASTEWATER SYSTEM ...... 38 5.1 Existing Wastewater Collection System ...... 38 5.1.1 Condition and Maintenance of the Sewer Network...... 40 5.2 Wastewater Treatment Works ...... 41 5.2.1 Sewerage District 1...... 41 5.2.2 Sewerage District 2 ...... 42 5.2.3 Sewerage District 3 ...... 42 5.2.4 Summary ...... 42 5.3 Recycling ...... 42 5.4 Sludge Treatment & Disposal ...... 42 6 INVESTMENT PROPOSALS AND CURRENT WORKS ...... 44 6.1 Proposals under On-going Programmes - Water ...... 44 6.1.1 Interventions Suggested Under NKUSIP ...... 44 6.1.2 Bathi Water Treatment Plant Extensions under ADB Assisted NKUSIP ...... 44 6.1.3 Works under UIDSSMT and Other Funding ...... 45 6.2 Proposals under On-Going Programmes -Wastewater ...... 45 7 INSTITUTIONAL CAPACITY ...... 46 7.1 Overview...... 46 7.2 Organisation and Staffing Levels ...... 47 7.3 Skills ...... 48 7.4 O&M Management Process ...... 48 7.5 Financial Status ...... 48 7.6 Recommended Structure ...... 48 8 DESIGN CRITERIA & STANDARDS ...... 49 8.1 Project Area ...... 49 8.2 Land Use in Davangere ...... 49 8.3 Population Projections ...... 49 8.4 Design Horizon ...... 50 8.5 Design Hypothesis ...... 50 8.6 General Design Parameters - Water ...... 50 8.6.1 Per Capita Consumption ...... 50 8.6.2 Design basis for Transmission Mains...... 52 8.6.3 Design Basis of Distribution System ...... 52
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8.6.3.1 Peak Factor ...... 52 8.6.3.2 Residual Pressure ...... 52 8.6.4 Summary of Water Design Parameters ...... 53 8.7 General Design Parameters – Wastewater Sewers ...... 54 8.7.1 Design Horizon Years for the Wastewater System ...... 54 8.7.2 Peak Factors for the Design of Sewerage System ...... 55 8.7.3 Hydraulic Design of Sewers...... 55 8.8 Geo-Technical Investigations ...... 56 9 PROPOSED WATER SUPPLY FACILITIES ...... 57 9.1 Design Limitations ...... 57 9.2 Design Parameters ...... 57 9.2.1 Flow and Pressure ...... 57 9.2.2 Water Supply Demands and Treatment Capacities ...... 57 ...... 59 9.2.3 Non-Revenue Water ...... 61 9.3 Options ...... 61 9.3.1 Treatment Plant ...... 61 9.3.2 Pipe Material and Sizes...... 61 9.3.2.1 Existing Practices ...... 62 9.3.2.2 Available Pipe Materials ...... 62 9.3.2.3 Selection Process...... 62 9.3.2.4 Pipe Material Selection for Pumping Mains ...... 62 9.3.2.5 Pipe Material Selection for Distribution Network ...... 63 9.3.2.6 Recommendations ...... 63 9.3.3 Water Storage Facilities ...... 64 9.4 Raw Water Abstraction and Treatment ...... 64 9.4.1 Raw Water Quality ...... 64 9.4.2 Bankside Storage ...... 65 9.4.3 Design Flows ...... 65 9.4.4 Adequacy of Bulk Water Supply Requirements ...... 66 9.4.5 Meeting Bulk Water Supply Needs ...... 67 9.4.6 Rehabilitation of Existing Water Treatment Plant ...... 68 9.5 Storage Capacity ...... 68 9.5.1 Existing Storage Facilities ...... 68
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9.5.2 Proposed New Storage Facilities ...... 68 9.6 Strategic Network ...... 69 9.6.1 Clear Water Transmission Main from Bathi ...... 69 9.6.2 Clear Water Transmission main from Kundawada Lake WTP and TV Station WTP ...... 70 9.6.3 Clear Water Feeder Mains ...... 70 9.7 Distribution Network...... 71 9.8 Installation of Meters ...... 73 9.8.1 Installation of Bulk Meters ...... 73 9.8.2 District Metering ...... 74 9.8.3 Household Connections & Revenue Meters ...... 74 10 PROPOSED WASTEWATER FACILITIES ...... 75 10.1 Wastewater “Return to Sewer” Flows and Treatment Capacities ...... 75 10.2 Design Principles and Limitations ...... 75 10.3 Design Considerations for the Sewerage System ...... 76 10.3.1 Types of Sewerage System...... 76 10.3.2 Ground Water Infiltration ...... 76 10.3.3 Sewer Sizing ...... 76 10.4 Options for Wastewater Collection and Treatment...... 76 10.4.1 Options for Wastewater Treatment ...... 76 10.4.2 Pumping Stations and Rising Mains ...... 76 10.4.3 Sewer Network ...... 77 10.4.3.1 Minimum Size of Sewer ...... 77 10.4.3.2 Sizing of Sewers ...... 77 10.4.3.3 Minimum Depth of Cover ...... 77 10.4.3.4 Maximum Allowable Depth of Sewer ...... 77 10.4.3.5 Maximum Allowable Depth of Flow ...... 78 10.4.3.6 Pipe Materials ...... 78 10.4.3.7 Size and Shape of Manholes ...... 78 10.4.3.8 Manhole Covers and Frames ...... 78 10.4.3.9 Bedding for Sewers ...... 78 10.5 Public Awareness Campaign ...... 79 10.6 Provision of Toilets ...... 80 10.7 Required Works to Complete On-Going Projects ...... 80 10.7.1 Sewerage District 1 (SD1)...... 80
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10.7.2 Sewerage District 1A...... 81 10.7.3 Sewerage District 2 ...... 82 10.7.4 Sewerage District 3 ...... 83 10.7.5 Option 1and 2 for Sewerage District 3 ...... 86 10.7.6 Option 3 for Sewerage District 3 ...... 86 10.8 Wastewater Treatment Plant ...... 88 10.8.1 Sludge Management Facilities ...... 89 11 RE-USE OF WASTEWATER FINAL EFFLUENT ...... 90 12 SERVICE PROVIDER ORGANISATION ...... 91 12.1 Introduction ...... 91 12.2 Organisational Structure of the Service Provider ...... 91 12.3 Establishment Size ...... 92 12.4 Training ...... 92 12.5 Plant and Equipment ...... 93 13 COST ESTIMATES ...... 94 13.1 Scope of Proposed Works...... 94 13.1.1 Water Supply ...... 94 13.1.2 Wastewater Collection ...... 96 13.1.3 Wastewater Treatment ...... 97 13.2 Capital Cost Estimates ...... 98 13.2.1 Unit Cost for Pipeline Works ...... 98 13.2.2 Unit Costs for Meter and Household Connections...... 99 13.2.3 Unit Costs for Civil Works: Service Reservoirs ...... 99 13.2.4 Unit Costs for Civil Works: Water Treatment Plant ...... 99 13.2.5 Water Procurement ...... 100 13.2.6 Water Supply and Distribution ...... 101 13.2.7 Wastewater Collection ...... 102 13.2.8 Wastewater Treatment ...... 104 13.2.9 Other...... 104 13.3 Capital Investment Summary for All Towns ...... 104 13.4 Operating Costs...... 105 13.4.1 Water Treatment ...... 105 13.4.2 Wastewater Treatment ...... 105 13.5 Financial and Economic Analysis ...... 105
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14 PROJECT IMPLEMENTATION ...... 106 14.1 Implementation ...... 106 14.1.1 General ...... 106 14.1.2 Steering Committee...... 106 14.1.3 Executing Agency...... 106 14.1.4 Implementing Agency ...... 106 14.2 Works and Supervision Contracts ...... 107 14.2.1 Design and Works Supervision Contract...... 107 14.2.2 Water and Wastewater Treatment Plant Construction & Networks ...... 107 14.3 Implementation Programme ...... 108 15 O&M OF THE FACILITIES ...... 110 15.1 Planned Preventative Maintenance ...... 110 15.2 Asset Inventory ...... 110 15.3 GIS & Network Modelling ...... 110 15.4 Energy Audit ...... 110 15.5 NRW Management and Reduction ...... 110 15.5.1 NRW Policy & Targets ...... 110 15.5.2 Bulk Metering ...... 112 15.5.3 District Metering ...... 112 15.5.4 Emergency Planning ...... 112 16 SAFEGUARDS ...... 113 16.1 Environmental Assessments ...... 113 16.2 Social Safeguards Assessment ...... 114 16.2.1 Water Supply ...... 114 16.2.2 Wastewater ...... 114
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List of Figures
Figure 1: Location Map of Davangere and Other Sub-project Towns/ Cities ...... 3 Figure 2: Average rainfall in Davangere...... 4 Figure 3: Average Temperatures for Davangere ...... 4 Figure 4: Sewage in Basapura Nallah...... 9 Figure 5: Davangere CMC area and Location of Water Treatment Plants ...... 11 Figure 6: Davangere Intake PS ...... 12 Figure 7: Kundawada Lake Water Treatment Plant and the Unused Filter beds ...... 14 Figure 8: Examples of Losses from Transmission Main ...... 15 Figure 9: Layout of Existing Clear Water Transmission mains ...... 16 Figure 10: Distribution Network Installation ...... 36 Figure 11: Existing/ Proposed Sewerage Districts of Davangere ...... 38 Figure 12: Map Showing Existing Sewerage System in Davangere ...... 40 Figure 13: Proposed Sites for Storage Facilities 1 and 3 ...... 69 Figure 14: Proposed Clear Water Feeder Main – Davangere ...... 70 Figure 15: Proposed Davangere Distribution Network ...... 71 Figure 16: Proposed Water Supply Zones: Davangere ...... 72 Figure 17: Model Distribution Network for Kundawada lake WS Zone ...... 72 Figure 18: Sewerage Concept Plan for District 1 with Proposed Trunk and Main Sewers under NKUSIP and KISWRMIP ...... 81 Figure 19: Map Showing Proposed Sewerage System for Sewerage District 1A ...... 82 Figure 20: Sewerage Concept Plan for District 2 with Trunk Sewer of UIDSSMT, Main and Branch Sewers Proposed under KISWRMIP...... 83 Figure 21: Sewerage Concept Plan for District 3 ...... 87 Figure 22: The Overall Sewerage Concept Plan for all Sewerage Districts of Davangere ...... 88
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List of Tables
Table 1: National Service Level Benchmarks for Water Supply Services ...... 7 Table 2: Baseline Key Performance Indicators for Davangere ...... 8 Table 3: National Service Level Benchmarks for Wastewater Services ...... 9 Table 4: Existing Water Supply Systems ...... 11 Table 5: Details of Service Reservoirs ...... 16 Table 6: Photographs of Storage Facilities...... 19 Table 7: Number of Connections ...... 34 Table 8: Road and Sewerage Network Details in Davangere ...... 39 Table 9: Details of the Sewer Network in Davangere ...... 40 Table 10: Sewage Treatment Plants in Davangere ...... 42 Table 11: Estimated Cost of Interventions for Water Supply programme ...... 44 Table 12: Typical Operational Activities ...... 46 Table 13: Typical Maintenance Activities ...... 46 Table 14: Staff Available for UWSS Activities ...... 47 Table 15: Proposed Land Use ...... 49 Table 16: Growth in Population ...... 49 Table 17: Per Capita Design Consumptions ...... 51 Table 18: Asset Life & Design Parameters ...... 53 Table 19: IS Codes for Relevant for Wastewater Systems ...... 54 Table 20: Design Horizon Years for Wastewater System ...... 55 Table 21: Details of Peak Factors Considered ...... 55 Table 22: Scope of Proposed Schemes ...... 57 Table 23: Water Supply Demands and Capacities until 2046 ...... 58 Table 24: Comparative Pumping Costs for Raw Water ...... 61 Table 25: Raw Water Quality ...... 64 Table 26: Water Design Flows ...... 66 Table 27: Demand gap analysis for Davangere Water Supply (Worked out under NKUSIP) ...... 66 Table 28: Comparative assessment of cost of water from the existing WS System ...... 67 Table 29: Augmentation of Storage Capacity ...... 68 Table 30: Location of proposed Service Reservoir - Davangere...... 69 Table 31: Details of Transmission main Proposed for Davangere ...... 71 Table 32: Pipe lengths for the Proposed Distribution Network – Davangere ...... 73 Table 33: Pipe Length to be Laid New and that Proposed for Replacement ...... 73 Table 34: "Return to Sewer Flows and Wastewater Treatment Capacity until 2046...... 75 Table 35: Wastewater Design Limitations ...... 75 Table 36: Types of Bedding for Sewerage System ...... 79 Table 37: Details of Sewerage System Proposed Under NKUSIP ...... 80 Table 38: Population Densities in Sewerage District 3 ...... 85 Table 39: Scope of Works for Water Supply Project Components...... 94 Table 40: Scope of Works for Wastewater Collection Project Components ...... 96 Table 41: Scope of Works for Wastewater Treatment Project Components ...... 97
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Table 42: Derived Cost for Pipeline Works ...... 98 Table 43: Cost Estimates for Water Procurement ...... 100 Table 44: Cost Estimates for Water Supply and Distribution...... 101 Table 45: Cost Estimates for Wastewater Collection ...... 102 Table 46: Cost Estimates for Wastewater Treatment ...... 104 Table 47: Total Required Capital Investment...... 104 Table 48: O&M Costs ...... 105 Table 49: Packaging of Work Elements ...... 107 Table 50: Remaining Tasks ...... 108 Table 51: Implementation Programme ...... 109 Table 52: NRW Reduction Schedule ...... 111
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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 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 towns for UWSS investment, following the preparation of UWSS Feasibility Studies.
Following a selection process1 agreed with stakeholders, the towns of Davangere, Ranebennur, Byadgi and Harihar have been approved by the stakeholders to be the subject Tranche-1 towns. The Feasibility Studies are embracing of all aspects of UWSS in the subject towns, with emphasis on IWRM and opportunities for public/private partnerships. One of the reasons for the selection of the towns 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 1 – Davangere Feasibility Study December 2012
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 Davangere City is a district administrative town located on National Highway-4 about 260 km from the Karnataka state capital of Bangalore. Situated in the central part of the state, the city is located on the main trade route that connects northern part of the country to the southern peninsula. It is the seventh largest city in Karnataka.
Davangere has the status of a City Municipal Corporation. The city spreads over an area of 61.08km2 and has a population of around 500,000. It is divided into 41 wards and is a major regional trading, educational and business centre. Until recently the city was known as the "Manchester of Karnataka" because of its many cotton mills, and supporting trades and businesses. Although these mills contributed to the industrial and commercial development of the city many of them were closed in the 1990's.
The surrounding agricultural land produces crops such as rice, sugarcane and cotton. These products are traded in the city. Much is transported elsewhere for processing. Currently, the major agro-industrial activity in Davangere revolves around rice and sugarcane, with a number of rice mills and sugar mills in and around the city.
Davangere
Figure 1: Location Map of Davangere and Other Sub-project Towns/ Cities 1.3 Climate Davangere enjoys semi-arid climate, dryness in the major part of the year and hot summer. In general, southwest monsoon contributes 58% of total rainfall and northeast monsoon contributes 22% rainfall. The remaining 20% rainfall is received as sporadic rains in summer months. It receives low to moderate rainfall. The district falls under central dry agro-climatic zone of the Karnataka state and is
3 TA 7954–IND: KISWRIP Final Report: Annex 1 – Davangere Feasibility Study December 2012 categorized as drought prone. Normal climatic parameters of Davangere are increasing temperature from March to May, usually maximum in May month and minimum temperature that is coldest month during month of December
The normal annual rainfall is 680mm. However in the last decade, 1996-2005, the average rainfall was just 589 mm, much below the long term average. Year 2003 was the worst rainfall year, receiving just 388.6mm. The temperature varies between 35OC to 38OC during summer and 16OC to 20OC during winter. The hot summer season starts in early March and last till the beginning of June when the district comes under the influence of southwest monsoon.
Figure 2: Average rainfall in Davangere
Figure 3: Average Temperatures for Davangere
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1.4 Topography Situated in the Deccan Plateau and close, 15km, to River Tunga Bhadra, the topography of the town is almost flat, sloping gently towards north and west. The north eastern and south eastern part of the city drains north to Bettur Halla, whereas the western and south western part drains towards west to Bathi Tank.
Red and black cotton soils are predominant in the region, which favours the growth of cotton, paddy and oil seeds. Red sandy soil comprises of red loams, red sandy, sandy loams and medium black soils.
Predominant geological formation in the region consists of granites, gneiss & schist.
As per the seismic zoning map of India, Davangere falls under Zone II, which is the lowest earth quake risk zone in India. This zone is termed as “low damage risk zone”.
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2 SOCIO-ECONOMIC STATUS
2.1 Customer Survey As a component of the Feasibility Study, a multi-stage stratified systematic sample survey of 344 households was conducted to achieve a 90% 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 5 of the Final Report. The following is a short summary to outline the affordability of UWSS service charges to the people of Davangere, particularly the disadvantaged.
2.2 Willingness to Pay for Water Supply Services 67% of the sample 202 connected and 114 unconnected households expressed willingness to pay for an improved water supply service. The mean willingness to pay for an improved water that was expressed by more than the 72% of connected and unconnected households who are willing to adopt metered individual connections, is Rs.184 per household per month. About 28% unconnected households would prefer to continue with shared or public taps, of which half are willing to pay Rs.45- 50 per household per month for improved public tap service.
2.3 Willingness to Pay for Sanitation Services 90% of 56 unconnected households possessing individual toilets would like to opt for a sewer connection, and are willing to pay connection charges. Of the 30 sample households without access to individual toilets, 93% would prefer individual toilets with sewer connection and are willing to pay a nominal connection charge of up to Rs.750. Only 16 of 28 households are willing to pay a monthly charge for a sewer connection. Vulnerable households with very low affordability preferred public toilets, for which they are willing to pay Rs.55 per household per month.
2.4 Affordability and Vulnerability Among 142 households without a connection to the central water network, we found that 9 such households, only 6%, fall under high/very high vulnerability and low/very low affordability category. Such households cannot bear either connection or user charges and will need special subsidies. Another 16 (11%) unconnected sample households fall in the medium vulnerability and low/very low affordability category; such households would require micro-finance to boost their affordability for connection charges, and subsidized user charges.
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3 EXISTING CUSTOMER SERVICE LEVELS
3.1 Water Supply Currently water supply within Davangere is intermittent and varies across the town. The reported duration and frequency is one to two hours, every 3 days. The situation is less than desirable in that the amount of water available to consumers is limited. The prolonged periods during which customers have to store water leads to significant deterioration of its quality. The problem is 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 stormwater 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 available to customers is assessed at 86litres/head/day, compared with the State of Karnataka design standard of 135litres/head/day for a City Municipal Council. 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 town tend to have a longer supply than those on higher ground.
The Ministry of Urban Development (MoUD), Government of India has initiated an exercise to identify key Performance Indicators / Service Level Benchmarks (SLBs) to assess the performance of the four basic urban services of water supply, sewerage collection and treatment, storm water drainage, and solid waste management. The purpose is to have unanimity in evaluating the condition of the urban services i.e. the assessment of need and prioritisation of investment can be based on a common platform. The service level indicators and the benchmark standards to be achieved for water supply services are listed below:
Table 1: National Service Level Benchmarks for Water Supply Services
Sl. No: Name of the Indicator Benchmark
1 Coverage of Water Supply connections 100%
2 Per Capita Supply of Water 135lpcd
3 Extent of Non-revenue Water 15%
4 Extent of Metering 100%
5 Continuity of Water supplied 24 Hours
6 Efficiency in response to customer complaints 80%
7 Quality of Water Supplied 100%
8 Cost Recovery 100%
9 Efficiency in Collection of Water Charges 90%
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One of the foremost challenges in implementing the performance management system is the need to capture reliable data. In the absence of a reliable system of data collection and compilation, most of the captured data needs to be validated through effective improved system monitoring, management and accountability. The reliability of measurement is enshrined in the Handbook for Service Level Benchmark, issued in the MoUD for each Performance Indicator.
For a significant number of parameters, the Indicator is to be evaluated using data that is assessed from quantity of water available; that supplied, and number of household connections etc. Since flow metering is not prevalent, most of the figures are best estimates by ULB Engineers / staff using pump performance curves and hours run. Since often, pumps are performing off their duty point and record of hours run and not necessarily that precise, the determination of the Indicators cannot be accurate.
In order to provide a baseline parameter, we have attempted to provide initial figures, as best available from records / compiled data etc. for the Performance Indicators. Subsequently with the metering proposed in this Study installed, the Indicators can be more accurately determined and regularly updated as an indicator of improved service and to demonstrate a return for the investments made. Currently, the reliability of the compiled Indicators is the low and needs to be increased during implementation of the works, with suitable monitoring, metering, data recording, and accountability.
Table 2: Baseline Key Performance Indicators for Davangere
Sl. Name of the Baseline Data Remarks / Validity of Data No: Indicator Based on available household connection Coverage of Water data from ULB. Number of households has 1 36% Supply connections been estimated from average household size. As per best available estimates. Based on Per Capita Supply of initial assumptions, considering various 2 70lpcd Water factors, like available water quantity, water supplied, Nos. of household connections etc As per best available estimates. Based on initial assumptions, considering various Extent of Non- 3 41% factors, like available water quantity, water revenue Water supplied and number. of household connections etc. Metering is being implemented on a pilot 4 Extent of Metering Insignificant basis for commercial institutions only. Not effectively monitored. Estimation of number of hours based on Continuity of Water 5 One hour / day feedback from field level engineers. Zone supplied wise data is not available. Not much data is available regarding the Efficiency in extent of complaints and redresal in 6 redressed customer NA consumer complaints. complaints However, how many complaints are addressed within 24 hours is not available. In all cases, the water is treated at conventional WTP and then put into the Quality of Water distribution system. 7 100% Supplied ULBs confirm periodical tests; however, test results are not included. Assumed as 100%, since treated water is supplied. 8 Cost Recovery - NA Efficiency in 9 Collection of Water - NA Charges
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3.2 Wastewater There are three sewerage districts in Davangere. The existing 19.45Mld sewage treatment plant (STP) receives wastewater only from sewerage district 1. There are no existing treatment plant in both sewerage districts 2 and 3.
The major portion of sewage or waste water from Davangere reaches Basapura Nallah and Bettur Nallah, eventually joining the River Tunga Bhadra.
Figure 4: Sewage in Basapura Nallah
The remaining area of the town where the sewer network does not exists, the domestic waste water flows through roadside drains. The wastewater, which flows through open drains and other sewers, is being discharged into water bodies and streams causing pollution and environmental degradation. This is a serious concern for the public health and safety.
The national service level benchmarks for the wastewater services are as follows:
Table 3: 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%
With minimal collection and treatment, current performance is well short of these Service Level benchmarks. Current schemes, see Section 5, are going some way to address the deficit.
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4 EXISTING WATER SUPPLY SYSTEM
4.1 Overview of Water Supply Sources and Treatment The first organised piped water supply scheme for Davangere was implemented in 1917 with the near-by Tunga Bhadra River as the source. Water was lifted from the Tunga Bhadra River, treated and pumped to the city. The head works and the treatment plant, which are located on the banks of the river in Harihar, have now been abandoned because of pollution by untreated sewage being discharged into the river upstream of the intake.
Currently, three schemes supply the town: (i) the Bhadra Canal Water Supply System; (ii) the New Tunga Bhadra Water Supply System and (iii) the Kundawada Lake Scheme. Treatment is at the TV, Bathi and Kundawada treatment plants, respectively.
In 1972, the Bhadra Canal Water Supply system was commissioned with a capacity of 19Mld. The system is supplied through an impounding reservoir which takes excess flow available in the Bhadra- Harihar Canal. The Canal is reported to have surplus water during the wet season from June to December each year, but can provide only a limited supply for around 10 days during the period from January to May. Any available water from the Canal fills the reservoir and is drawn by the TV Station Treatment Plant.
In 2004, to cater for an increasing population, a comprehensive New Tunga-Bhadra Water Supply system was commissioned with an installed capacity of 40Mld. In this, the New Tunga-Bhadra scheme, water is sourced from the Tunga-Bhadra river at Rajannahalli, a village which is located approximately 20km further upstream from the original intake location. Raw water is pumped to the new water treatment plant at Bathi on the outskirts of the City, near Dodda-Bathi.
To compensate for the low availability of water from the river in the dry season, the Kundawada Lake Scheme was commissioned with an installed capacity of 20Mld. The scheme was designed to provide immediate relief and to serve as a stand-by arrangement against loss of the Bathi plant.
The Kundawada Lake, supplied from the Bhadra-Harihar Canal, is the source for the Kundawada treatment plant. Water flows by gravity to the Kundawada Lake.
The location of the Water Treatment Plants vis-à-vis the Davangere City limits is shown below:
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Bathi WTP (40+20) Mld Kundawada WTP (20 Mld)
Davangere CMC
Intake at Rajannahalli
TVStation WTP (19 Mld)
Figure 5: Davangere CMC area and Location of Water Treatment Plants
The bulk water supply schemes that supply Davangere, and the treatment plants, are tabled below:
Table 4: Existing Water Supply Systems
Design Present Water Supply Source and WTP Capacity Supply Remarks System (Mld) (Mld) Old Tungabhadra River Water Supply Tunga-Bhadra 4.50 - Abandoned. System Water Supply System in Use New Tungabhadra Tunga-Bhadra at Augmentation for additional River Water Supply Rajannahalli. 40.0 36.0 20 Mld under System Bathi WTP implementation (NKUSIP) Bhadra-Harihar Bhadra-Harihar Canal Capacity augmentation in 19.0 19.0 Branch Canal system TV Station WTP progress by KUWS&DB Kundawada Lake Kundawada Lake (Also fed from Bhadra 20.0 0 Used as a standby Water Supply system Canal) WTP at Kundawada Total Design Capacity 79.0 55.0 4.2 New Tunga-Bhadra River Water Supply System
4.2.1 Intake Works and Pumping Station The headwork for the new Tunga-Bhadra River Water Supply system is located at Rajannahalli. The works include a 4m diameter intake on the river with a DN1200 reinforced concrete connecting pipe to a 10m diameter jack-well pump house, which we consider to be in a reasonable condition.
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Figure 6: Davangere Intake PS
The pump room houses three vertical turbine pumps operating as two-duty and one-standby to pump to the Bathi plant. All pumps are of 278lps flow at 89m head, rated at 500HP, sufficient to supply 40Mld of water to the treatment plant. A proposal to increase the pumping capacity from 40Mld to 60Mld has been taken up under ADB assisted NKUSIP. Under the proposal, two 1000 HP vertical turbine pumps are to be installed in addition to the existing pumping arrangement, with one 500 HP pump being replaced by one 1000 HP pump i.e. three pumps, two of 1000HP and one of 500HP. The combination will provide two duty 1000HP pumps and a 550HP pump as stand-by.
4.2.2 Raw Water Rising Mains In the original scheme, raw water from the intake is conveyed to the Bathi treatment plant through a DN900 diameter pipe. The pipe material, for the initial stretch of 0.5km, is mild steel which is laid over ground. The remaining 13.3km is pre-stressed concrete. The main is protected by a surge vessel. The capacity of the pipeline is 40Mld.
Under NKUSIP, a DN700 diameter pipe is being laid from the Rajannahalli intake to a bi-fabrication junction near to the Bathi Water Treatment Plant. From the junction a DN500 branch will convey the additional 20Mld of water to the Bathi Water Treatment Plant. For the second branch, a DN500 pipe will be laid to convey the remaining 20Mld of water to the Kundawada Water Treatment Plant, when not supplying to Bathi. A Surge Vessel has also been included.
4.2.3 Water Treatment Plant The Bathi treatment plant, designed to treat 40Mld, is a conventional treatment plant with the following treatment units:
Cascade Aerator
Flash Mixer
Clariflocculator
Filter beds (8 Nos.)
Back Wash Tank The clear water is stored in clear water sump of 10lakh litre capacity. The cascade aerator and clariflocculator are designed for a treatment capacity of 60Mld, whereas the filters have a design capacity of 40Mld only. To augment the treatment capacity, an additional 20Mld filtration capacity is proposed under NKUSIP, and an increase of 15lakh litres in treated water storage capacity.
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4.2.4 Treated Water Pumping Station Treated water is pumped from the treatment plant to a reinforced reservoir on the top of Bathi Hill. The pump room houses three pumps operating as two duty, and one standby. All three pumps have a duty point of 278lps at 98m head, and are rated at 550HP.
The NKUSIP proposal is for the installation of two 1000 HP pumps, with one 550HP pump replaced i.e. three pumps, two of 1000HP and one of 500HP. The combination will provide two duty 1000HP pumps and a 550HP pump as stand-by. The combined pumping capacity will be capable of discharging 60Mld of water to the Bathi service reservoir. The treated water pumping capacity will match the raw water pumping capacity.
4.2.5 Strategic Transmission Main Treated water is transmitted from the Bathi reservoir to the various service reservoirs in the city through a DN1000 pipe. The initial stretch of the pipeline, about 4.4km, is mild steel, and the remainder, around 6.85km is pre-stressed concrete.
4.3 Bhadra-Harihar Branch Canal Water Supply System
4.3.1 Intake Works and Pumping Station The water from the Bhadra-Harihar branch canal flows continuously into an open sump during June to December. The water is pumped either to the balancing reservoir or to the treatment plant using two horizontal centrifugal pumps of capacity 170 HP with duty flows of 236lps at 30m head. From January to June, when the flow in the canal is intermittent, the impounding reservoir is filled on average over no more than 10days when water is available in the canal. When water is not available from the canal, water is pumped from the impounding reservoir to the treatment plant by two centrifugal pumps, coupled to 100 HP motors.
4.3.2 TV Station Treatment Plant The TV Station Water Treatment plant, of 19Mld capacity, is a conventional process, as at Bathi, but needs to be rehabilitated. A new clariflocculator is under construction to replace the existing one. A proposal for rehabilitation of the remainder treatment plant is considered necessary by the City Municipal Corporation.
4.3.3 Treated Water Pumping Station The existing treated water pumps have been replaced with three new pumps each with a duty of 120lps at 30m head, and rated at 75HP details of which are shown below:
4.4 Kundawada Water Supply System The Kundawada Water Supply System, with the Bhadra canal as the source, was developed on similar lines to the Bhadra Canal System to meet the increasing demand of the city. The Kundawada Water Supply system acts as a standby plant for when the Bathi Plant is out of service.
Water is drawn through the canal and flows by gravity to the Kundawada Lake balancing reservoir, which we understand to be roughly 103Hectares with an available storage capacity of 3.6M cubic metres. Water drawn from the Lake is treated at the 20Mld Kundawada treatment plant, comprising:
Cascade aerator
Raw water channel
Flash mixer
Clariflocculator
Filter house
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Back wash tank and
Treated water reservoir The treated water is delivered by two 300lps pumps to the DN1000 diameter transmission main from the Bathi reservoir.
Figure 7: Kundawada Lake Water Treatment Plant and the Unused Filter beds 4.5 General Comment on the Facilities The absence of maintenance records prevented us making a proper assessment of serviceability and asset failure history of the facilities. The reliability of the Bathi intake will be increased with the additon of the new pumps. 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 currently. 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. Based on a visual inspection of the above ground sections, the raw water transmission pipelines appear to be good condition. Whilst the flow into the treatment works can be measured through Parshall Flume in the works inlet channel, the the lack of metering at the intake means that the level of losses in the raw water transmission mains cannot be ascertained. Along the route of the pipe there are many locations where it appeared possible that the pipe was leaking, albeit through minor corrosion holes in underground sections of the pipeline. Interspersed with this were more significant losses of water from valve chambers etc.
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 of the Mudenur to Ranebennur water treatment plant, illustrate some of these issues.
The new transmission line to supply the Bathi water treatment plant extension is constructed from Ductile Iron which, if installed to the appropriate standard, should remove many of these problems provided that an appropriate inspection and maintenance regime is introduced.
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Figure 8: Examples of Losses from Transmission Main 4.6 Strategic Transmission Network Treated water from the ground level service reservoir (GLSR) atop Bathi Hill Top is conveyed to the city through a DN1000 main, comprising 4,400m of mild steel pipe and 6,850m of prestressed concrete pipe. In the city, it branches off to fill up the various service reservoirs. Treated water from Kundawada Lake treatment plant is conveyed through a DN900 transmission main to combine with the clear water transmission main from Bathi WTP. Treated water from the TV Station tretment plant is transmitted through a DN600 prestressed concrete pipeline, which connects into the treated water transmission main from Bathi WTP.
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GLSR–Dodda Bathi
Kundawada WTP
TV Station WTP
Figure 9: Layout of Existing Clear Water Transmission mains
4.7 Water Storage Facilities Total storage capacity in Davangere, when current projects are completed, will amount to 28,250m3 of which 1,000m3 is held in one ground level reservoir and 27,250m3 in nineteen elevated tanks. Thirteen of the twenty facilities were constructed under the Comprehensive Water Supply Scheme Stage-II in 2004. To cater to the increasing population, proposals for another thirteen elevated tanks have been proposed. The majority of which have been commissioned; others are under various stages of construction, or to be commenced. The details of the storage service and the areas fed are presented below: Table 5: Details of Service Reservoirs
Sl. Reservoir Location Capacity Areas served No (Lakh Litre) Existing Service Reservoirs (Old) Mahatma Gandhi Circle, Jayadeva Circle, 10.0 1 Municipal Park (ELSR) 3 Railway Station, Renuka Badavane, Municipal (1,000m ) Bus Stand, Mandipet Sreenivasa Nagar, Bhuveshwada Badavane, Nitu valli, Bhadra Colony, Lenin Nagar “B” 2 Nituvalli / ITI College (ELSR) 10.0 Block, Rajeshwari Badavane, Anjaneya Badavane, Chikkanahalli Badavane Devraj Urs Layout, “A” Block, “B” Block, “C” 3 Devraj Urs Layout (ELSR) 10.0 Block and Vijaynagar Badavane 4 Santhe Maidan (ELSR) 10.0 Narasajapet and Chowki pet Belluli Galli, Maharaj pet, Barline Road, 5 Taluk Office (ELSR) 10.0 Kandappan Kana & Vantha Theatre Vinobha Nagar, Housing Board Colony, Gandhi 6 Kasal Shetty Park (ELSR) 10.0 Circle, Holehonnur Thota, Police parade ground, Govet. High School, PJ Badavane, 7 Kasal Shetty Park (GLSR) 10.0 Ram & Co. Circle, Dr. BR Ambedkar Circle, Sir. MM Visveshwaraih park, MCC “A” & “BB” Block,
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Sl. Reservoir Location Capacity Areas served No (Lakh Litre) MC Extended “B” Block, Kuvempu Nagar
A Storage Capacity of Old 60.0 All the tanks are in good condition, except Reservoirs the ELSR at ITI / Nituvalli Existing Service Reservoirs (New) Constructed Under CWSS-II in 2004 Basha Nagar, 1st to 12th Cross, Mustafa Nagar, SSM Nagar, Millath Colony, Beedi Colony, 8 Basha Nagar (ELSR) 10.0 Basha Nagar 13th to 16th Cross, Mehboob Nagar, AC Hospital, Police Station, Chowdeshwari Nagar. Bharath Colony (Full), Anna Nagar, Kapoor 9 Shekarappa Nagar (ELSR) 10.0 Basappa Nagar, Bharath Colony KB Extension, Moti Doddappa, Lenin Circle, Bhagath Singh Nagar, Labour Colony, 10 KB Extension (ELSR) 10.0 Neelammanathota Shivappaih Circle, KT Jambanna Nagar Ahamed nagar, Azad Nagar, Basavarajpet Venka-bhovi Colony, Kohinoor Circle, Ambarapanna Thota, Indira Nagar, Annigeri 11 Azad Nagar (ELSR) 15.0 Veerabhadrappa Nagar, Mandakki Bhatti Layout, Karl Marx Nagar, Sir Ismail Nagar, Siddarameshwara Badavane Hondada Circle, Teachers Layout, Kondaji 12 Hondada Circle (ELSR) 10.0 Road, Chandamouleshwara, Lalan Beedi & Jali Nagar BDO office (Mattikalli Tank) Bamboo Bazar, Basapur, Lal Bahadur Shastri 13 10.0 (ELSR) Nagar, Anekonda, BDO office Yellama Nagar, Shankar Badavane, Vinayak Nagar, Shanti Nagar, SS Layout “A” and “B” 14 Yellama Nagar (ELSR) 15.0 Block, S. Nijalingappa Badavane, Ring Road Circle, Laxmi Flour Mill, Yajamana Modi Doddappa Layout, Basaveshwar Nagar Vidya Nagar, Taralababu Badavane, Vinaya 15 Vidya Nagar (ELSR) 15.0 Badavane, Adarsha Nagar, Banshankari Badavane Saraswati Badavane “A” & “B” Block, HRB Sarawaswati Nagar (District Layout, Jayanagar, Veerlingeshwara Badavane, 16 15.0 Centre) (ELSR) Bhoomika Nagar, Shekarappa Nagar, Sri Laxmi Layout, Chikkamani urs Layout Yaragunte village, Janata Colony and Ashoka Nagar, SM Krishna Nagar – “A” Block, Rajive 17 Yaragunta (ELSR) 5.0 Gandhi Badavne, Jagjeevan Ram Nagara “A” Block, SPS Nagar “B” Block LIC Colony, Anjaneya Badavane, Swami 18 Anjaneya Badavane (ELSR) 15.0 Vivekanada Badavane, Siddeshwarrappa Badavane 19 Avargere (ELSR) 5.0 Avargere village, Manjunatha Village 20 Shamanur (ELSR) 5.0 Shamanur Village B Storage Capacity of existing 140.0 reservoirs (Under CWSS-II) New Service Reservoirs Reservoir Constructed under CM’s Special 21 Kasal Shetty Park (ELSR) 10.0 grants. Completed and handed over. Reservoir Constructed under CM’s Special 23 Nijalingappa Layout (ELSR) 10.0 grants. Completed and handed over. Vishweshwaraiah Park Reservoir Constructed under CM’s Special 23 10.0 (ELSR) grants. Completed and handed over.
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Sl. Reservoir Location Capacity Areas served No (Lakh Litre) Reservoir Constructed by Davangere Harihar 24 JH Patel Layout (ELSR) 7.5 Urban Development Authority. Reservoir Constructed by UIDSSMT. 25 SOG Colony (ELSR) 5.0 Completed and put into operation Reservoir Constructed by UIDSSMT. 26 Shriram Nagar (ELSR) 5.0 Completed and put into operation Reservoir Constructed by UIDSSMT. 27 Basapura (ELSR) 5.0 Completed and put into operation Reservoir Constructed by UIDSSMT. 28 Hosa Kundavada (ELSR) 5.0 Completed and put into operation Reservoir Constructed by UIDSSMT. 29 Anjaneya Badavane (ELSR) 5.0 Completed and put into operation Reservoir Constructed by UIDSSMT. 30 SM Krishna Nagar (ELSR) 5.0 Completed and put into operation Vidyanagar (Ranganatha Reservoir Constructed by UIDSSMT. Works in 31 5.0 Badavane) (ELSR) progress Reservoir Constructed by UIDSSMT. Works to 32 Karur (ELSR) 5.0 commence. Reservoir Constructed by UIDSSMT. Works to 33 SSM Nagar (ELSR) 5.0 commence. Storage Capacity of new service 82.5 reservoirs Total Storage Capacity 292.50 (Existing + New) after completion of works
Table 6 below show the existing storage assets with brief comments regarding their condition and serviceability based on a preliminary visual inspection from ground level. The names used are those provided by local staff.
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Table 6: Photographs of Storage Facilities
Sl. Reservoir Name Capacity Comments Nos 1 KV Shetty Park 1 OHT 1000 Kl Very poor condition *
2 KV Shetty Park GLSR 1000 Kl Condition appears poor
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Sl. Reservoir Name Capacity Comments Nos
3 KV Shetty Park 2 OHT 1000 Kl New construction
2 Municipal Park OHT 1000 Kl Some spalling of concrete structure
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Sl. Reservoir Name Capacity Comments Nos
3 Taluk Office OHT 1000 Kl Poor condition
4 Nituvalli OHT 1000 Kl Very poor condition*
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Sl. Reservoir Name Capacity Comments Nos
5 Sante Maidan OHT 1000 Kl Some cracking of structure
6 Devaraj Urs Layout OHT 1000 Kl Some cracking of structure
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Sl. Reservoir Name Capacity Comments Nos
Condition appears good. Signs of leakage 7 Basha Nagar OHT 1000 Kl from pipework at base
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Sl. Reservoir Name Capacity Comments Nos 8 Shekharappa Nagar OHT 1000 Kl Condition appears good
9 KB Extension OHT 1000 Kl Condition appears good
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Sl. Reservoir Name Capacity Comments Nos Recent construction, condition appears 10 Azad Nagar OHT 1500 Kl good. Signs of leakage from pipes at base
11 Hondada Circle OHT 1000 Kl Condition appears good
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Sl. Reservoir Name Capacity Comments Nos 12 BDO Office OHT 1000 Kl Condition appears good
Condition appears good. Signs of leakage 13 Yellamanagr OHT 1000 Kl from pipes at base
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Sl. Reservoir Name Capacity Comments Nos
14 Vidyanagar OHT 1500 Kl New construction
15 Saraswathi Nagar OHT 1500 Kl Condition appears good
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Sl. Reservoir Name Capacity Comments Nos
Condition appears good. Risk of 16 Yaragunta OHT 500 Kl contamination from paint making activities
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Sl. Reservoir Name Capacity Comments Nos 17 Anjaneya Badavane 1 OHT 1500 KL Condition appears good
18 Anjaneya Badavane 2 OHT 500 Kl New construction
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Sl. Reservoir Name Capacity Comments Nos Condition appears good. Signs of leakage 19 Avaragere OHT 500 Kl from pipes at base
Condition appears good. Signs of leakage 20 Shabanur OHT 500 Kl from pipes at base
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Sl. Reservoir Name Capacity Comments Nos
21 Basapura OHT 500 Kl New construction. Signs of leakage below
22 SM Krishnanagar OHT 1000 Kl New construction
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Sl. Reservoir Name Capacity Comments Nos
23 Vishweshwaraiah OHT 1000 Kl New construction
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Sl. Reservoir Name Capacity Comments Nos 24 Sri Ram Nagar OHT 500 Kl New construction Recently completed by KUWS&DB 25 SOG Colony OHT 500 Kl New construction Recently completed by KUWS&DB 26 Hosa Kundawada OHT 500 Kl New construction Recently completed by KUWS&DB 27 Rangantha Badavani OHT 500 Kl No information Works to commence. 28 SSM Nagar OHT 500 Kl Under construction Works to commence. 29 Karur OHT 500 Kl Under construction Works to commence. * See also NKUSIP Revised Condition Survey Report of Water Supply Distribution for Davangere City Corporation - June 2010
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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.
4.8 Distribution Network A considerable extent of the present water supply distribution network was laid in 1960. As the city limits grew and with the growth of the population, added pipelines were laid to cater to the increased demand. The present pipeline network comprises of a mix of uPVC and cast and ductile iron pipes.
Data collected for the existing pipeline network reveals that the total length of the pipeline is roughly 485Kms. A significant length of the network, about 115Kms, is presently fed directly from the clear water transmission mains, coming out from the treatment plants. The remaining 370Kms of pipeline distributes the treated water through the existing service reservoirs. Details of pipeline network with respect to the existing service reservoirs, reveals that around 90% of the pipes are of uPVC. The condition of the existing pipes is reported to be fair.
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 pipe condition assessment survey, including pipe destruction techniques, is required to establish network reliability and serviceability, and to identify those sections in need of investment in a prioritised rehablitation programme.
4.8.1 Water Supply Connections The City Municipal Corporation maintains around 40,000 connections, of which an estimated 400 are commercial connections. The total number of listed properties in the Municipality is 148,000. The gap between the number of registered properties and the number of water supply connections is significantly high, indicating a large number of unregistered connections and/or properties without a connection.
All domestic connections are un-metered. The City Corporation has initiated measures for providing meters on commercial connections, on a pilot basis. 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 unmetered public stand posts of which there are reported 3,516.
Table 7: Number of Connections
Connections (No.) Non Stand Domestic Industrial Domestic Posts 40,000 400 510 3,516
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4.8.2 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.
Almost 90% 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.
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4.8.3 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 Davangere. The photographs show a pipeline being installed by a local contractor.
Figure 10: 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 levels2.
2 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
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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.
4.8.4 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 9.6.
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.
supply building, the effect might be mitigated. To further reduce the risk, wherever possible, distribution mains should be gravity, rather than pumped.
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5 EXISTING WASTEWATER SYSTEM
5.1 Existing Wastewater Collection System The major portion of sewage or waste water from Davangere City reaches Bettur Nallah which eventually joins the River Tungabhadra. Photographs of the stream/ nallah are shown in Figure 4.
From the area of the town where the sewer network does not exists, the domestic waste water flows through roadside drains. The wastewater, which flows through open drains and other sewers, is being discharged into water bodies and streams causing pollution and environmental degradation. This is a serious concern for the public health and safety. There have been number of incidents of children falling into Nallahs and open drains carrying wastewater in several parts of India.
The sewerage system in Davangere is divided into three major districts 1, 2 & 3 and a smaller sub- district 1A which requires, but does not have, a lift station to discharge wastewater into Sewerage District1 - see the figure below for the location and extent of the sewerage districts in Davangere.
Figure 11: Existing/ Proposed Sewerage Districts of Davangere
The sewer network coverage is about 50% of the total road length in all three sewerage districts. The considerable length of existing sewer network is in poor condition; an issue discussed in the sub- sequent sections.
The average age of the existing sewerage system in Davangere is about 30 years, with some of the sewer lines relatively new. An assessment of the existing system has been made with the help of ULB engineers in order to identify which parts of the sewer network h need replacement, and which can be retained. The exercise helped to identify real requirements of the investment for the Feasibility Study. As for the water mains, further sewer condition assessment surveys, including CCTV surveys, are essential to ascertain exact lengths and condition of the sewer network.
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Improvements to the network are in hand under both the NKUSIP and UIDSSMT initiatives.
Table 8: Road and Sewerage Network Details in Davangere
Total in Three Sewerage Sewerage Sewerage Sewerage Description of Item Sewerage District 1 District 1A District 2 District 3 Districts The total length of road network in each 390km 19km 268km 110km 768km sewerage district in km
Approximate Length of Existing Sewer Network 250km NA 120km 40km 410km in km – see Note 1 Proposed/ on-going work for sewer networks 41km None 5.3 km None 46.3km in km Note 1: The sewer network lengths shown in above table are approximate lengths prepared by using information provided by the ULB engineers.
The above table was compiled after analysing information collected from various sources. The information provided in the previous Feasibility and Detail Design Reports is not clear. Prepared in conjunction with the ULB engineers, the table provides the most reliable summary of the of the sewerage system in Davangere, as it is now understood.
About 41km of sewer network is proposed in District 1 under NKUSIP. The proposed network includes two trunk sewers, main and branch sewers including interceptor sewers. There are no laterals included in the proposed NKUSIP network.
The proposed works are expected to start in 2013. After implementation of the NKUSIP project for Sewerage District 1, the sewerage network coverage in the district will improve to serve nearly 65% of the district population.
Discussions with the ULB engineers revealed that, the existing sewer network was laid without a comprehensive or holistic city level sewerage master plan. There are no sewer records to show details of the existing system. Information collected from various sources and discussions revealed that the total length of the existing sewerage network in Davangere City Corporation limits is about 400km.The total length needs to be assessed and confirmed.
A map showing details of the existing sewerage system is presented in the next page.
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Figure 12: Map Showing Existing Sewerage System in Davangere
The following table shows the considered condition of sewers in each sewerage district.
Table 9: Details of the Sewer Network in Davangere
Sewerage Sewer Network Sewer Network Sewer Network in Length of Sewers District in Good in Poor Operational stated by ULB Name Condition Condition Condition Engineers as in need Km Km Km of attention Km Sewerage 217 43 14 48 District-1 Sewerage 96 18 15 38 District-2 Sewerage 28 12 5 8 District-3 Total Length 341 (76%) 73 (16%) 34 (8%) 94 (21%)
5.1.1 Condition and Maintenance of the Sewer Network Discussions with the ULB engineers and with the KUWS&DB engineers who are working on UIDSSMD project in Sewerage District 2 and NKUSIP project implementation team revealed that, the
40 TA 7954–IND: KISWRIP Final Report: Annex 1 – Davangere Feasibility Study December 2012 existing sewerage system was laid without any comprehensive sewerage master plan for the town. The above analysis indicates that, in the opinion of the ULB operational staff, about 20% of the existing sewer network needs replacement or renovation.
For the proper designing of extensions and sewer replacement programmes, and for the efficient O&M of the sewer network, the following are deemed as necessary:
Sewer records for the entire city using GIS;
A hydraulic model of the sewerage system, and
Sewer cleaning and maintenance equipment, vehicles and CCTV equipment.
Other recommendations are (i) to monitor industrial wastewater discharges to the sewerage system and (ii) control and minimise storm water entering to foul water system and (iii) create awareness to avoid disposing of solid waste in to wastewater collection systems to minimise operational problems.
5.2 Wastewater Treatment Works
5.2.1 Sewerage District 1 The existing wastewater treatment plant with a capacity of 19.45Mld was constructed under NRCP scheme at northern end of the town, in Sewerage District 1. The plant is designed to treat wastewater only from Sewerage District 1.
Our site visit to the existing STP indicates that, there is no effective operation and maintenance (O&M) of the treatment plant, which is causing odour problems. In our opinion, the existing treatment plant needs immediate renovation and improved O&M practices to bring performance to acceptable levels.
A new plant of 20Mld capacity based on Sequential Batch Reactor (SBR) technology is proposed under NKUSIP, adjacent to the existing plant in Sewerage District 1. The construction work of the plant is yet to be started.
The construction work of the proposed 20Mld treatment plant will be managed by KUIDFC. Although the contract for constructing the plant has not yet been awarded the preliminary design to treat 20Mld has been completed and consists of a four cell SBR system, with each tank being 30m x 30m and 7.5m deep.
The preliminary works include flow measurement, coarse (75mm) and fine (20mm) screening followed by grit removal, before entering the SBR biological treatment stage of 2 streams - 4 cells, in total. The waste sludge produced by the process will be dewatered by three centrifuges operating as duty, assist and standby. As the need increases, there is sufficient land available on the existing site to expand the SBR with the construction of additional cells, to treat 35Mld.
In SD1, the total treatment capacity will increase to 39.45Mld after completion of the new 20Mld plant, provided that the existing 19.45Mld plant is rehabilitated.
If the full benefit of the investment is to be achieved and for the treatment process to function as designed, it is important to upgrade the sewer network simultaneously to collect and convey as near as possible the design wastewater flow and load to the treatment plant by the time new plant is ready, or at least as soon as possible after commissioning of the plant.
As discussed above, the proposed sewer lines of 41km to be laid under NKUSIP will help to increase sewer network coverage up to 65%. The expected flows at the STP even after laying additional length of 41km sewers will be much lower than the total SD1 treatment capacity. This is an issue that the
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ULB needs to consider. Potentially, there could be an issue with the works commissioning to demonstrate compliance with the process Performance Guarantee.
5.2.2 Sewerage District 2 No sewage treatment plant exists in the Sewerage District 2 (SD2).
A new sewage treatment plant of 14.8Mld is under construction in SD 2, funded by UIDSSMT; executed by KUWS&DB. The construction work of the plant was started in June 2011 and includes an interceptor sewer to stop existing discharges of raw sewage into the natural drainage channels. The treated effluent will be discharged into Bathi Kere.
The treatment process is a Stabilisation Pond. Completion was scheduled for September 2012, but a delay in procuring the land has delayed completion until April 2013.
5.2.3 Sewerage District 3 No sewage treatment plant exists in the Sewerage District 3 (SD3). Part of the flow from district 3 was intended to be discharged to a community septic tank located in SOG Colony. The septic tank is ineffective because of the operational problems. Most of the wastewater flows from the district are being discharged into natural streams and water bodies, without any treatment.
5.2.4 Summary The proposed NKUSIP and KISWRMIP projects together in Davangere will make a significant contribution to accomplish the Service Level Benchmarks. The following Table summarises the existing treatment plants and those proposed under NKUSIP and UIDSSMT, in all three districts.
Table 10: Sewage Treatment Plants in Davangere
Capacity Existing or Proposed Treatment Plant Mld Existing STP (WSP) in Sewerage District 1 19.45 Proposed STP (SBR) under NKUSIP in Sewerage District 1 20 Proposed STP (WSP) under UIDSSMT in Sewerage District 2 14.8 Total Capacity 54.25
The existing plant will need to be rehabilitated if the total 54.25Mld treatment capacity is to be assured.
5.3 Recycling Under current proposals, the treated effluent will be discharged to the nearby natural drainage channel; probably used for irrigation – see Section 11 for possible long-term re-use applications of final effluent.
5.4 Sludge Treatment & Disposal As far as we have been able to ascertain, no special arrangements have been made for sludge disposal from the existing treatment plant.
The immediate, most-suitable use to be made of sludge from the Davangere treatment plants would be as a fertiliser/soil conditioner either by direct spreading or by forming with other waste material into compost.
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Our suggestion would be for the ULB to give consideration to the disposal of sludge before the plants are commissioned, and it becomes a major odour problem. In the longer term, the State will need to develop a Sludge Management Strategy, as discussed in Volume 1: Road Map and Strategic Investment Strategy.
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6 INVESTMENT PROPOSALS AND CURRENT WORKS
6.1 Proposals under On-going Programmes - Water
6.1.1 Interventions Suggested Under NKUSIP Under the ADB assisted North Karnataka Urban Sector Investment Programme (NKUSIP), an analysis was made to find out the adequacy of the water available in the Tunga-Bhadra, particularly during the lean season together with the necessary infrastructure to ensure supplies for the intermediate and ultimate design year of 2026 and 2041.
The NKUSIP proposals are planned to provide the required water resource to meet the expected demand for the intermediate year of 2026, and the ultimate design year of 2041. The alternatives suggested were:
Alternative-I: Construction of a Barrage at Rajannahalli to impound 5 – 6 million m3, or
Alternative-II: Pump from the present Intake at Rajannahalli during the surplus season and use the same during the lean season.
Alternative-I was rejected on grounds of design constraints, and Alternative-II was proposed.
The treated water requirement for the intermediate year of 2026, was estimated at 110Mld. The proposal to alleviate the shortfall of 31Mld is to provide for the capacity at the Bathi plant by (i) increasing the treatment capacity from the then existing 40Mld to 60Mld, and (ii) to maximise the use of the existing treatment plants by “sweating” their capacities for a further 12%.
In order to provide immediate relief, the current works were put in hand.
Apart from the bulk water supply requirements, details of the other works contemplated and indicative cost of the additional components, are presented below:
Table 11: Estimated Cost of Interventions for Water Supply programme
Estimated Sl. Proposed Component to be Cost Remarks Nos undertaken (Million INR) Rehabilitation of Water Treatment plant Works being taken up by 1 1.65 at TV Station the KUWS&DB and CMC Provision of flow meters at existing 2 8.4 To be done on priority reservoirs Leak detection surveys and leakage 3 60.0 To be done on priority reduction measures Provision of additional distribution 4 100.0 To be reviewed mains of 200 Kms 5 Storage barrage at Rajannahalli 60.0 To be considered 6 Storage reservoirs (3 Nos) 10.5 To be reviewed 7 Road Overlay Cost 200.0 To be reviewed 8 House service connection 15.0 To be reviewed Estimated Cost for Improvement of WS 455.55 System
6.1.2 Bathi Water Treatment Plant Extensions under ADB Assisted NKUSIP The above suggested proposals for the improvement of the supply to Davangere have been taken up under NKUSIP. The components that have been taken up are:
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Raw water pumping main from Rajanahalli Head works to Kundawada Lake;
Ductile iron DN700 raw water pumping main from Rajanahalli to 'Y' junction at NH-4;
Ductile iron DN500 raw water pumping Main from 'Y' Junction to Bathi WTP;
Ductile iron DN500 raw water pumping main from 'Y' Junction to Kundawada Lake;
Installation of treated water pumps;
Construction of 15lakhs litre (1,500m3) treated water reservoir;
20Mld capacity additional filters, and
Bulk Flow meters in the outlet main.
6.1.3 Works under UIDSSMT and Other Funding In addition to the works under NKUSIP, additional improvements are being implemented by the KUWS&DB, in the UISSSMT programme.
Out of a total of nine proposed water storage facilities, six have been commissioned. Construction of a facility at Vidyanagar is under progress, whereas those at SSM Nagar and Karur are to commence.
The existing clariflocculator at TV Station Treatment plant is also being replaced by a new clariflocculator,. by the KUWS&DB.
The Davangere City Municipal Corporation has constructed three elevated tanks under special funding. The Davangere-Harihar Urban Development Authority has already constructed one reservoir at JH Patel layout.
6.2 Proposals under On-Going Programmes -Wastewater On-going wastewater investments have been outlined in the previous Section.
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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 12: Typical Operational Activities
Water Wastewater Collection of effluent discharged Abstraction of water from sources by consumers Treatment of water to defined Transport of effluent to standards treatment sites Storage of water to ensure continuity Treatment of effluent to defined of supply standards Disposal of effluent in a Distribution of water to consumers responsible manner Operation of networks Investigation / resolution of consumer
complaints & enquiries Performance monitoring and record keeping
Table 13: 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 Davangere with regard to operations and maintenance is characterised by:
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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.
The dilution of authority over management of water services is underlined by the table below that clearly shows there are no senior engineering / managerial posts designated entirely to this function. Posts are not filled and roles performed by contractors.
Table 14: Staff Available for UWSS Activities
Davangere Position No. of staff % of time Area Executive Engineer 1 20 Junior Engineer 1 60 Area Engineer (WS) 1 100 Area Engineer (UGD) Network Supervisor Valve Operator Post positions not filled Pump Operator Contractor Staff Varies with workload
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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 A discussion on the financial status of the ULB is to be found in Annex 8.
7.6 Recommended Structure A recommended establishment is provided in Section 12.
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8 DESIGN CRITERIA & STANDARDS
8.1 Project Area The Davangere-Harihar Urban Development Authority has prepared a Master Plan for Davangere that covers a total area of 75km2. For consistency, the project area has been taken as the Master Plan.
8.2 Land Use in Davangere The total project area of Davangere covered by this study is 75km2.
The Davangere/Harihar Urban Development Authority (DHUDA) has formulated a Development Plan for Davangere outlining the land-use pattern up to the year 2021. The area usage under the suggested Land Use pattern in the city is presented below:
Table 15: Proposed Land Use
Land-Use Pattern Area (Km2) Percentage Use Residential 27.80 45.08% Commercial 2.90 4.70% Industrial 6.37 10.33% Public & Semi-Public 4.18 6.78% Parks, Play-ground and Open 5.34 8.66% Space Public Utilities 0.46 0.74% Transport and Communication 12.95 21.04% Water Shed 1.65 2.68% Total 61.65
8.3 Population Projections Based upon the data within the CLIP, the population of the project area is expected to increase from 496,823 in 2011 to 824,333 in 2031 and to over 1m by 2046. Intermediate populations and the growth rates are shown in the following table.
Table 16: Growth in Population
Year Population Growth Rate 2011 496,823 2.7% 2016 568,306 2.6% 2021 646,523 2.5% 2026 731,761 2.4% 2031 824,333 2.2% 2046 1,149,089
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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 18, 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.
8.5 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.
8.6 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 3(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.
8.6.1 Per Capita Consumption The Per Capita consumption for domestic and non-domestic purposes as suggested by CPHEOO manual is presented below:
3 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.
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Table 17: Per Capita Design Consumptions
Sl. Classification of Town / City Recommended Maximum No Water Supply Level 1 Towns provided with piped water supply, but without 70lpcd sewerage system 2 Cities provided with piped water supply, where 135lpcd sewerage system is existing / contemplated. 3 Metropolitan or mega cities provided with piped water supply where sewerage system is existing or 150lLpcd contemplated. 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 100lpcd, 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 135 Lpcd 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%.
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8.6.2 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.
8.6.3 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.
8.6.3.1 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.
8.6.3.2 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.
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8.6.4 Summary of Water Design Parameters The water supply design parameters are provided in the following table.
Table 18: Asset Life & Design Parameters
Sl. Suggested Parameter Remarks No. Value A Design Life (i) Storage Dams 30 years The Design period is to be estimated from Transmission mains the completion of the project. The time lag (iii) 30 years Distribution mains between design and completion of the Water Treatment Plant , project should not exceed two to five years Electro- Mechanical depending on the size of the project. (iv) 15 years components, Clear Water Reservoirs, Balancing Tanks B Per Capita Water Supply For Domestic & Non-Domestic B1 135lpcd For all Select ULBs Needs 10% of For Institutional Needs B2 domestic
demand B3 For Industrial Needs B4 For Fire Fighting Need - Not Considered Separately. C Un-accounted For Water For Losses in Distribution Considered Separately for Each of the (i) 15% System Components of the WS System: For Losses in Clear Water (ii) 2% Mains (iii) At Water Treatment Plant 4% For Losses in Raw Water (iv) 2% Mains D Pumping / Transmission Main: Diameter based on the principle of “Least (i) Pipe Diameter - Cost economical Pipe Diameter” (ii) Pumping Hours - Raw Water Transmission a 20/22 Hours mains b Clear Water Mains 10/12 Hours As per IS: 3589 Mild Steel / (iii) Pipe Material Options [Class k9] As per IS: 8329 Ductile Iron / ISO 2531 for Ductile Iron. 30% - 35% of Based in the Demand assessment for the E Storage Capacity Overall Intermediate Design Year Demand F Distribution System (i) Pressure Requirements: The residual pressure at the ferrule point of a Minimum Residual pressure 12m the system. b Maximum Residual pressure 50m (ii) Minimum Pipe Size 90mm Peak Factor (For 24*7 water (iii) 3.0 supply) (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
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8.7 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 19: 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
8.7.1 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.
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Table 20: 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
8.7.2 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 21: 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
8.7.3 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)
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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.
8.8 Geo-Technical Investigations The geotechnical survey carried out for DPR prepared under NKUSIP is considered as relevant for this present Feasibility Study.
Trial pits were taken at various locations to study the soil strata. No particular problems were identified. The surface soil is generally Red sandy soil up to a depth varying from 0.4 to 1.4m. There after it is generally Black soil up to 6m or deeper. The detailed soil study report is available with the NKUSIP DPR.
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9 PROPOSED WATER SUPPLY FACILITIES
9.1 Design Limitations The following limitations have been place upon works to be included into the project.
Table 22: Scope of Proposed Schemes
Work Item Specific Aspect Scope Comments Land purchase
Water treatment Civil works for works and elements that will not Sized for the 2046 associated raw be duplicated when a requirements water facilities works is expanded
e.g. pump house
building Pumping Civil works for stations Consideration to be given in elements that can be Sized for the 2031 the design to the duplication phased e.g. filters Storage facilities requirements and need to keep the-then
existing plant operational M&E plant Strategic water network Sized for the 2046 Pipe Size requirements
Sized for the 2031 requirement within areas The assumption is made that which are currently not everybody will wish to developed, or will be become a customer of the Water mains Pipe Size developed by 2017. ULB and will choose to continue with a private well or Water main coverage to other source be designed for 95% of properties 9.2 Design Parameters
9.2.1 Flow and Pressure The required minimum flow and pressure design parameters are provided in Table 18.
9.2.2 Water Supply Demands and Treatment Capacities The derivations of the demands and treatment capacities for the two design years of 2031 and 2046 are shown in Table 23. 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.
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Table 23: Water Supply Demands and Capacities until 2046
2012 2015 2020 2025 2031 2046 Population No 510,361 553,231 630,062 713,859 824,333 1,149,089 42% 50% 95% 95% 95% 95% Water coverage No 214,352 276,615 598,559 678,166 783,116 1,091,635 Water connections No 42,870 55,323 119,712 135,633 156,623 218,327 Domestic demand Mld 18.4 24.6 58.1 81.4 105.7 147.4 Non Domestic Mld 3.7 4.9 11.6 16.3 21.1 29.5 Total customer demand Mld 22.1 29.5 69.7 97.7 126.9 176.8 Revenue Water Mld 19.9 26.9 67.6 94.7 123.1 171.5 Commercial losses Mld 2.2 2.7 2.1 2.9 3.8 5.3 Physical losses in distribution Mld 14.7 21.4 32.8 21.4 17.3 24.1 network Physical losses in strategic Mld 0.7 1.0 2.0 2.4 2.9 4.0 network Required “Water into Mld 37.6 52.0 104.5 121.5 147.0 205.0 supply” Treatment losses Mld 1.6 2.2 4.4 5.1 6.1 8.5 Required Treatment plant Mld 39.2 54.1 108.9 126.5 153.2 213.5 capacity RW transmission main mld 0.8 1.1 2.2 2.6 3.1 4.4 losses Raw water abstraction mld 40.0 55.2 111.1 129.1 156.3 217.9 Non-Revenue Water as 361 405 291 176 129 129 litres/connection/day Non-Revenue Water as 47% 48% 35% 22% 16% 16% Percentage Required treatment capacity with headroom- Mld 44.8 61.9 124.4 144.6 175.1 244.0 best practice solution Existing treatment capacity Balthi 60 60 60 60 60 60 Bhadra-Harihar Canal Mld 19 19 19 19 19 19 Kundawada –standby only NKUSIP works Mld 20 20 20 20 20 Subsequent additional Mld 50 50 50 50 capacity Surplus for best practice Mld 34 37 24 4 -36 -105 solution
The table shows that existing NKUSIP additional capacity is adequate until around 2018, perhaps 2020 if the facilities can be “sweated” to improve their output of the “safety” margins used. At that time, consideration will need to be given to the required additional capacity taking into consideration the NRW reduction achieved; the latest customer demand and the advantages of phasing. The table does show the CAPEX advantage to be gained from a more rigorous NRW reduction programme to that assumed in the table.
The following maps show the bulk water supply requirements for all four subject ULBs
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Byadgi TA 7954–IND: KISWRIP Final Report: Annex Bulk1 – Davangere Water FeasibilitySupply StudyScenarioScenario- December---20162016 2012
6.8 Mld WTP proposed by KUWS&DB Rannebennur: WTP: 11.5 Mld (E) + 18 Mld (P)
Ranebennur Harihar: WTP: 9 Mld (E) + 18 Mld (P)
New RM proposed under KUWS&DB
IPS Magod
Kawalettu Intake: Harihar 19 Mld Harihar Bathi WTP 40 Mld (E) + 20 Mld(N) Mudennur Intake: Rannebennur 21 Mld Mudennur Intake: Byadgi (New Intake) 60 Mld 6 Mld Davangere
Kundawada Lake WTP: 20 Mld Tunga-Bhadra TV Station WTP: 19 Mld
Rajannahalli Intake: Davangere New RM proposed under NKUSIP including Augmentation of Bathi WTP from 40 Mld to 60 Mld
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TA 7954–IND: KISWRIP Final Report: Annex 1 – Davangere Feasibility Study December 2012 Byadgi Bulk Water Supply ScenarioScenario----20312031
6.8 Mld WTP proposed by KUWS&DB Rannebennur: WTP: 11.5 Mld (E) + 18 Mld (P)
Ranebennur Harihar: WTP: 9 Mld (E) + 18 Mld (P)
New RM proposed under KUWS&DB
IPS Magod
Kawalettu Intake: Harihar 27 Mld Harihar Bathi WTP 40 Mld (E) + 20 Mld(N) Mudennur Intake: Rannebennur 30 Mld Mudennur Intake: Byadgi (New Intake) 60 Mld 7 Mld Davangere
Kundawada Lake WTP: 20 Mld Tunga-Bhadra TV Station WTP: 19 Mld
Rajannahalli Intake: Davangere New RM proposed under NKUSIP including Augmentation of Bathi WTP from 40 Mld to 60 Mld
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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.
The consequences would be that treatment works will require augmentation at an earlier date, than expected.
9.3 Options
9.3.1 Treatment Plant Considering the scarcity of adequate raw water during low flow periods in the Tunga-Bhadra to meet the projected demands, water demand must be monitored and managed. Previous reference has been made to the CAPEX advantages of an active NRW reduction campaign. In the context of raw water abstraction and supply, it is prudent to evaluate the cost of raw water abstraction and pumping charges for the existing available water supply systems for the city.
Table 24: Comparative Pumping Costs for Raw Water
Pumping Charges Water abstraction and (Million INR / Mld) pumping cost Raw Clear (Million INR/ Mld) Water Water New Tungabhadra River Water Supply System 0.48 0.53 1.01 Bhadra Harihar branch Canal system 0.16 0.16 0.32 Kundawada Lake Water Supply system (Water - 0.21 0.21 sourced from Bhadra-Harihar Canal) Kundawada Lake Water Supply system (Cost of 0.48 0.21 0.69 pumping water from the Tunga-Bhadra)
The findings are interesting in the sense that much of investment is currently being considered for the Bathi Water works. This obviously would make the water cost more due to the high head through which it is pumped from the Intake point. In contrast, both the TV Station and Kundawada plant draw water from the impounding reservoir/lake which in turn receives its supply from the Bhadra-Harihar branch Canal, by gravity. However, cost for pumping to Kundawada lake from the head-works at the intake will also make the water costly. We suggest that it would be prudent to explore the possibility of harnessing / availing continued water supply from the existing Bhadra-Harihar branch canal to either of the impounding / balancing reservoirs at TV Station plant and Kundawada lake in the longer run to meet future bulk water needs.
9.3.2 Pipe Material and Sizes Selection of pipe material constitutes one of the most important aspects in the design and implementation of a water supply project, since roughly 65% - 80% of the project cost is borne on account of the pipes.
There are several factors which influence the selection of pipe material such as, usage in pumping main or distribution; operating pressure; internal and external corrosion problems; soil conditions in which the pipe will be laid; compatibility with pipeline appurtenances; availability of the pipe materials and repair units; technical know-how on laying, repair and maintenance etc. See Attachment 1.
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CPHEEO Manual suggests the selection of pipe material to be based on durability, pipe cost, including overall installation and operation and maintenance costs necessary to ensure acceptable performance during the design life of the pipe material under use.
In the instance, a “Pipe Material Selection Handbook for Water Supply and Sewerage” was published by National Environmental Engineering Research Institutue (NEERI).
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, 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.
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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.
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
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9.3.3 Water Storage Facilities Common practice is for ground level reservoirs to be constructed with a pumping station, instead of elevated tanks as, per cubic metre storage, elevated tanks are more expensive to construct, and 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 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, close to the Davangere intakes, were assessed as category “C” for four months out of 12. For the remainder, the classification was “D”. The designation is somewhat confusing because, as shown in the following table4, the water is suitable as a source for potable water provided that the correct processes are in place, and the works are operated proficiently.
Table 25: Raw Water Quality
River and Sample Locations Parameters Bhadra Tunga Tunga Bhadra 1 2 3 4 5 6 7 8 Min 12.0 25.0 25.0 24.0 25.0 22.0 22.0 26.0 Temperature, o Max 28.0 27.0 27.0 27.0 27.0 32.0 32.0 31.0 C Mean 22.5 25.6 25.7 26.0 26.0 25.1 25.5 28.0 Min 5.0 4.1 4.8 5.6 5.2 7.1 7.5 6.0 Dissolved Oxygen, Max 7.8 7.0 7.1 7.1 7.0 7.6 7.3 8.0 mg/l Mean 6.4 5.8 6.3 6.6 6.0 7.4 7.4 7.2 Min 6.2 6.9 7.1 7.0 7.5 7.5 7.3 7.6 pH 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 Min 80 200 170 140 116 136 120 270 Conductivity, Max 600 690 420 560 400 560 500 1240 umshos/cm Mean 423 348 315 311 259 381 330 847 Min 2.0 1.6 1.7 1.5 2.3 1.2 1.2 1.7 Biological Oxygen Demand, Max 3.0 5.8 3.4 4.3 3.1 3.7 3.4 5.2 mg/l Mean 2.1 3.9 2.9 2.9 2.7 2.4 2.6 3.1 Min 0.07 0.12 0.18 0.13 0.21 0.1 0.08 0.2 Nitrate, Max 1.33 0.51 0.68 0.69 0.54 0.63 0.7 1.4 mg/l Mean 0.25 0.32 0.35 0.30 0.33 0.36 0.33 0.54 Min 300 280 110 50 80 40 30 1100 FC, MPN Max 1000 1600 500 500 240 170 170 9000 Mean 496 971 270 233 155 82 114 6872 Min 1000 350 140 70 110 60 50 2200 TC, MPN Max 2800 16000 9000 9000 3000 1300 2220 16000 Mean 1700 11895 3574 3147 1928 932 1176 13109
4 Source: Karnataka Pollution Control Board
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Monitoring Locations are:
Malleswaram downstream side (d/s) of KIOCL;
D/s of Badhravati Town;
Near Holehannur;
D/s Shimoga Town; 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.
Davangere 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 IWRM TA 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.
9.4.2 Bankside Storage All towns 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 15.5.4.
9.4.3 Design Flows The design flows for various elements of the system have been assessed as shown in Table 23 and, summarised below.
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Table 26: Water Design Flows
Design flow Element Mld 2031 2046 Raw water abstraction from River Tunga Bhadra River pumping 156 218 plant to treatment works Treatment works capacity 153 213 Water into supply 147 205
9.4.4 Adequacy of Bulk Water Supply Requirements Bulk Water Supply Scheme for Davangere is already in progress under the ADB assisted NKUSIP. The proposals framed and the analysis is revisited, to review the same.
The bulk water supply availability will increase from the existing 59 Mld to 99 Mld, after completion of the on-going bulk water supply scheme under NKUSIP – comprising 60 Mld from the Bathi WTP; 19Mld fro the TV Station and a further 20 Mld from Kundawada Lake Plant.
Even after the proposed augmentation of the Bathi WTP and concurrent running of the Kundawada Lake WTP, we predict that there will be an inadequacy to meet the bulk water abstraction and treatment requirements in the coming years, as presented below:
Table 27: Demand gap analysis for Davangere Water Supply (Worked out under NKUSIP) Description of Unit In Use Requirement Surplus / Deficit Component 2011 2026 2041 2011 2026 2041 Raw Water Pumping Mld 80 77 114 161 3 (-)34 (-)101 Raw water Mld 80 77 114 161 3 (-)34 (-)81 Transmission main Water Treatment Plant Mld 80 75 112 158 5 (-)32 (-)78 Clear Water Pumping Mld 80 74 110 155 6 (-)30 (-)75 Clear Water Mld 80 74 110 155 6 (-)30 (-)75 Transmission main Storage Capacity Ml 27 24 36 51 3 (-)9 (-)24 Distribution network Kms 485.6 520 650 900 (-)35 (-)155 (-)405 Surface Storage of Ml 4717 3480 5160 7260 1237 (-) 443 (-) 2543 Raw Water
The KKUSIP DPR had explored 2 alternatives:
Alternative-I: Construction of a Barrage at Rajannahalli to impound 5 – 6 million cubic metres, and
Alternative-II: Pumping from the present Intake at Rajannahalli on the Tunga-Bhadra during the surplus season and use the same during the lean season to meet the water demand. The DPR had rejected alternative-I on grounds of design constraints and alternative-II was included under the ambit of the programme. Suggested interventions and gap in proposals - augmentation of WTP and associated bulk WS components demand. A comparative assessment of the suggested up to 99 Mld in lieu of 112 Mld, for
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2026 - suggests, that, the on-going scheme was implemented to cater to the immediate requirement of the city. Deficit in water abstraction and suggested alternatives – based on the available figures worked out, the DPR suggested strengthening of the distribution network to enhance water availability at the consumer end to the desirable limit. Further, it was proposed to overload the existing treatment plants by 12%, to achieve the desired output to 112 Mld.
9.4.5 Meeting Bulk Water Supply Needs The on-going scheme will not be able to meet the future water abstraction and treatment requirement after sometime around 2020 – see also Table 23, under the indicated design considerations of 135 Lpcd and probable levels of NRW. As a result of which, the per capita water supply need has been suggested to be reduced overall to 110 Lpcd in winter and 90 Lpcd in summer, to meet the bulk water supply needs of the city. We would suggest that such a reduction is not feasible and either additional source works are required or, in the context of IWRM, there is a vigorous NRW reduction programme. In the context of raw water abstraction and supply, an evaluation of cost of raw water abstraction and pumping charges for the existing available water supply systems for the city has been worked out. Table 28: Comparative assessment of cost of water from the existing WS System Sl. Existing Water Supply System 5Annualised Pumping Cost Water abstraction No per Mld (In Million INR) and pumping cost Raw Water Clear Water (Million INR) New Tungabhadra River Water 1 Rs 0.64 Rs 0.71 1.35 / Mld Supply System Bhadra Harihar Branch Canal 2 Rs 0.21 Rs 0.21 0.42 / Mld system Kundawada Lake Water Supply 3a system (Water sourced from Rs 0.21 Rs 0.28 0.49 / Mld Bhadra-Harihar Canal) 3b Kundawada Lake Water Supply system (Cost of pumping water Rs 0.64 Rs 0.28 0.92 / Mld from the Tunga-Bhadra)
Based on the above table, the litre cost for abstraction of water from the Bhadra-Harihar branch canal or the impounding reservoir at Kundawada is significantly cheaper than water sourced from the Tunga-Bhadra. This is evident because of the high head through which it is pumped from the Intake point. In contrast, both the TV Station Water Treatment Plant and Kundawada Water Treatment Plant draw water from the impounding reservoir/lake which in turn receives its supply from the Bhadra- Harihar branch Canal, which is conveyed under gravity. However, cost for pumping of raw water from the Rajannahalli Intake to Kundawada Lake will also make the water costly. We consider it prudent to explore possibility of harnessing / availing continued water supply from the existing Bhadra-Harihar branch canal and impounding the same in a larger area, e.g. bankside storage as discussed above, in the longer run to meet future bulk water supply needs of the city. Increased allocation from the Bhadra-Harihar canal should be taken up under priority with the IWRM being setup under the Water Resources Department in due course. The availability of large parcel of land near the existing Kundawada Lake for impounding the water and also construction / augmentation of the treatment plant, makes it the most ideal location for development of proposed infrastructure to cater to the future needs.
5 Pumping Cost per Litre has been derived as: [Q x H x 1000 x 9.81 x 365 / (3600 x Eff)] x Rs 5 per KWH Electricity cost has been considered as Rs 5.00 Per KWH, whereas the efficiency of Pumps is considered as 70%
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Since the bulk water supply system for Davangere has already been comprehensively taken up under the on-going NKUSIP programme, the focus in the present investment programme is to lay emphasis on strengthening of the distribution system, including increased efficiency in water usage, through reduced water losses and water accountability, through metering.
9.4.6 Rehabilitation of Existing Water Treatment Plant The existing TV Station Water Treatment Plant was constructed in 1972 and needs rehabilitation. The construction of a new Clariflocculator is already under progress to replace the existing one by the KUWS&DB. The chemical dosing system, filter controls, and the filter beds in the treatment Plant need to be replaced. Kundawada Lake Water Treatment Plant, although constructed recently needs rehabilitation in the chemical dosing system, (which are mostly left unused), the filter controls and replacement of the filter beds. Provision of reuse / recycling of filter back wash are suggested in either of the treatment plants to cater to the increased bulk water supply need. Improvements are also contemplated in the chemical dosing, flow control system and filter beds in either of the Treatment plants. This apart, provision for re-cycling of filter backwash is also contemplated through construction of backwash holding tank and a centrifuge, and re-directing the clear water to the respective Treatment plant. For more efficient water use as an IWRM objective, we recommend and have made provision for re- use of filter back wash water for the treatment plants.
9.5 Storage Capacity
9.5.1 Existing Storage Facilities The older storage facilities require rehabilitation and measures taken for improved, safe access to the water spaces. In some locations, security fencing is required, as are improvements to prevent contamination of the water stored within the facilities.
We recommend that a full structural survey is made of the existing storage facilities in order to determine the current and future serviceability and structural integrity of the facilities before decisions are made regarding rehabilitation or replacement. We suggest that this is made in the detail design process as, if any structure is deemed to be taken out of service, the size and location of the storage facilities and strategic network mains proposed in this Feasibility Study might need to be changed.
9.5.2 Proposed New Storage Facilities The requirement of storage capacity as a function of water demand for the base year of 2016 to the intermediate year of 2031 based on 30% of the demand has been worked out and is presented below: Table 29: Augmentation of Storage Capacity Year Demand on Storage Capacity Service Required Available To be Constructed Reservoirs 2016 97.1 Mld 29200 Kl 29250 Kl (-) 50 Kl 2021 110.4 Mld 33200 Kl 29250 Kl 3950 Kl 2026 125.0 Mld 37500 Kl 29250 Kl 8250 Kl 2031 140.8 Mld 42300 Kl 29250 Kl 13050 Kl
The existing storage capacity needs to be augmented by around 13,000 Kl by the intermediate year of 2031. Identification of location of new reservoirs has been done with emphasis on the localities / areas, which are presently served directly from the Transmission main.
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In consideration of the high storage requirement coupled with deficit in the water availability, and in relation to the existing growth pattern, we consider it prudent to increase the storage capacity in a phased manner based on present need and the local developmental plans. In consultation with urban authorities, regarding availability of free hold land, the following locations has been identified for construction of proposed service reservoirs.
Table 30: Location of proposed Service Reservoir - Davangere Sl. Location of Reservoir Capacity (Kl) Remarks No. 1 ELSR at KTJ Nagar 1000 Supply from TV Station WTP 2 ELSR at Dange Park 1000 Supply from TV Station WTP 3 ELSR at Ganesha layout 1000 Supply from TV Station WTP 4 ELSR at DCM Township 1000 Supply from Bathi WTP 5 ELSR at Bharat Colony 1000 Supply from Bathi WTP 6 ELSR at Devaraj Colony Supply from Bathi WTP 1000 “C” Block 7 ELSR at Banshankari Supply from Bathi WTP 1000 layout 8 ELSR at Shiv Kumar Supply from Bathi WTP 1000 Swami Badavane 9 New ELSR at Yellamma Supply from Bathi WTP 1000 Nagar 10 New ELSR at Devraj Urs Supply from Bathi WTP 1000 “C” Block 11 ELSR at ITI Nituvalli Supply from TV Station WTP 1000 Replacement of existing ELSR Total increase in Storage 11000 Capacity
Figure 13: Proposed Sites for Storage Facilities 1 and 3 9.6 Strategic Network
9.6.1 Clear Water Transmission Main from Bathi With the augmentation of the existing bulk water supply scheme, the clear water transmission main, which is conveying currently 40 Mld, will have to convey 60 Mld of water to the city.
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Adequacy of the transmission main pipe diameter is established by using the Hazen Williams formula: “Q” Flow in cum/second = 1.292 x 10^-5 x C x (d) ^2.63 x (S) ^0.54 where, Diameter of transmission main “d” = 1000mm “S” the hydraulic gradient = [Elevation difference between the full supply level of the GLSR, Bathi hilltop and the (maximum of the) existing Service reservoirs] / [Length of main] = (664- 626)/8000 = 0.00475 And, Hazen Williams Coefficient “C” (is assumed as) = 100. The total flow in clear water transmission pipe is estimated as 5580 Cum/Hr, enough to allow treated water of 60 Mld to be conveyed to the city areas within 12-16 hours. As such, the existing pipe diameter is adequate to convey the additional water demand.
9.6.2 Clear Water Transmission main from Kundawada Lake WTP and TV Station WTP The total flow from either of the treatment presently is in the order of 20Mld. i.e. the capacity of the treatment plant. Least cost economic analysis reveals that a DN600 pipe is the optimum size for conveying 20Mld, over 18 hours pumping. Thus, the primary transmission main pipe from thetTreatment plant is adequately sized to convey the treated water to various service reservoirs.
9.6.3 Clear Water Feeder Mains The existing clear water feeder main from the primary transmission mains need to be further extended to be connected to the newly proposed service reservoirs. This apart, it is also contemplated to form a strategic network ring main with the existing mains along the contours of the service reservoirs so as to allow inter-dependency of the system. Layout of the proposed mains, in red, along with existing mains, in blue, is shown below:
Bathi GLSR Existing Main
Kundawad WTP
Proposed Ring Main
TV Station WTP
Figure 14: Proposed Clear Water Feeder Main – Davangere
A total length of 12Kms of transmission main is suggested for strengthening of the transmission mains, including connecting to the existing service reservoirs and distribution system. Details of the pipe lengths proposed are presented below:
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Table 31: Details of Transmission main Proposed for Davangere Sl. No. Pipe Diameter Pipe Length (m)
1 600mm DI (Class K9) 700 2 400mm DI (Class K9) 7,400 3 300mm DI (Class K9) 2,100 4 250mm DI (Class K9) 1,800 Total Length of Feeder Main 12,000
9.7 Distribution Network The entire road network for the city was mapped to provide an assessment of the requirements for the entire city, and to assess the extent of pipeline requirement as shown below:
Figure 15: Proposed Davangere Distribution Network
We proposed prioritisation of the improvement of the distribution network through a phased and sequential manner, based upon the results of pipe condition survey. In Davangere, the water zoning is primarily based on the location of the water treatment plants and their proximity to the localities and adjacent areas. The proposed water zoning arrangement in Davangere is shown below:
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Bathi WS Zone
Kundawada Lake WS Zone-3
Zone-1
TV Station WS
Zone-2
Figure 16: Proposed Water Supply Zones: Davangere
In order to assess, the requirements of length of the distribution network, an idealistic water supply network model, was simulated for the Kundawada Lake Water Supply Zone. System pressures in the distribution network have been kept within the desirable range, so that, leakage losses are at a minimum. Following similar analogy, the pipe diameters for the TV Station Water Supply Zone and Bathi Water Supply Water zone was also deduced. Suggested pipeline network for Kundawada Lake WS Zone is shown below:
Figure 17: Model Distribution Network for Kundawada lake WS Zone
The details of pipe diameters required are presented below:
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Table 32: Pipe lengths for the Proposed Distribution Network – Davangere Pipe Area / Zone wise Length of Pipes (in m) for Total Length of Diameter Zone-1 Zone-2 Zone-3 Pipe (m) 300mm 600 800 1,000 2,400 250mm 11,100 15,600 19,200 45,900 200mm 4,800 6,800 8,200 19,800 160mm 9,900 14,000 17,200 41,100 110mm 31,700 44,800 55,200 131,700 90mm 17,200 24,400 30,000 71,600 Total 75,300 106,400 130,800 312,500
Considering the considerable length and considered condition of the existing pipeline network, and following discussions with the ULB engineers, we propose a programme to replace only 50% of the existing pipeline network of 485Kms, i.e. 242.5Kms, within the current project. The remaining length can be replaced after the need is confirmed. Since, total length of pipes proposed is 312.5 Kms, the length of new pipes to be laid for growth is the total length less that to be replaced, i.e. 70.0kms. The proportion of pipe diameters, for replacement or new pipes, is in the same proportion as the existing. The details of pipe lengths to be rehabilitated and to be laid new are worked out below. The length of pipe that can be replaced under this project is limited by the project budget. As discussed previously, the urgent requirement is for a comprehensive mains condition survey to ascertain the real condition of the pipes and their expected remaining life from which a robust mains replacement programme can be prepared, Table 33: Pipe Length to be Laid New and that Proposed for Replacement Pipe Diameter Pipeline length to be Total Length of Pipe (m) Rehabilitated Laid new 300mm 1,800 600 2,400 250mm 35,600 10,300 45,900 200mm 15,400 4,400 19,800 160mm 31,900 9,200 41,100 110mm 102,200 29,500 131,700 90mm 55,600 16,000 71,600 Total 242,500 70,000 312,500
9.8 Installation of Meters
9.8.1 Installation of Bulk Meters A primary task is to conduct a water audit to assess the existing water losses. To assess the losses, first bulk meters are required to be installed In the existing system. The bulk meters are proposed to be installed at the following locations:
On the Clear water Rising Mains Inlet and outlet of the Storage Reservoirs. The requirement is for meters to the existing reservoirs; meters for new reservoirs will be installed as a part of the reservoir construction programme.
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9.8.2 District Metering Provision of bulk meters on proposed components, i.e. rising mains, service reservoirs etc. shall be included within the scope of the new works. Installation of district meters will be done in consonance with improvement of the distribution network. We recommend including the provision of 90 district meters for the entire distribution network, equivalent to one DMA meter for around 450 connections.
9.8.3 Household Connections & Revenue Meters The number of properties listed in Davangere is 148,000, which varies greatly from the number of registered household connections, which is around 40,500. This indicates, that either most of the households are un-connected to the system, or else there considerable number of unmetered and/or illegal house connections, that need to be rectified. Assuming the proportion of listed properties to the total population remains the same, the number of properties is expected to increase to an estimated 170,000 by 2016. Taking into account the 40,500 existing service connections, and assuming that 50% of all listed properties are brought under the connections in this first phase, provision of 44,000 household connections are considered. 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.
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10 PROPOSED WASTEWATER FACILITIES
10.1 Wastewater “Return to Sewer” Flows and Treatment Capacities The following flows and capacities have been derived from those shown in Table 23, and based upon an 80% return to sewer flow.
Table 34: "Return to Sewer Flows and Wastewater Treatment Capacity until 2046
2012 2015 2020 2025 2031 2046 Population No 510,361 553,231 630,062 713,859 824,333 1,149,089 % 35% 42% 80% 80% 80% 80% Sewer coverage No 180,507 232,939 504,050 571,087 659,466 919,271 Sewer connections No 36,101 46,588 100,810 114,217 131,893 183,854 Return to sewer flow mld 15.4 20.5 48.4 67.8 88.1 122.9 Sewer ingress mld 0.8 1.0 2.4 3.4 4.4 6.1 Required wastewater treatment capacity mld 16.1 21.6 50.8 71.2 92.5 129.0 Existing mld 19.45 19.45 19.45 19.45 19.45 19.45 Proposed NKUSIP + KUWS&DB plants 34.8 34.8 34.8 34.8 34.8 Subsequent additional capacity mld 31.0 31.0 31.0 Surplus mld 3.35 32.65 3.45 14.05 -7.25 43.75
With current wastewater treatment plant investments, no additional capacity is required until sometime between 2020 and 2025. When procured, the additional capacity will be in Sewerage District 3. If the 19.45Mld existing treatment plant in SD1 is not renovated or replaced, additional capacity is required as early possibly as 2018.
10.2 Design Principles and Limitations The following limitations have been put in place upon works included into the project.
Table 35: Wastewater Design Limitations
Work Item Specific Aspect Scope Comments
Land purchase
Civil works for Wastewater elements that will not Sized for the 2046 treatment be duplicated when a requirements works works is expanded e.g. pump house Pumping building stations Civil works for Consideration to be given in the elements that can be Sized for the 2031 design to the duplication and need phased e.g. filters requirements to keep the-then existing plant
operational M&E plant Sewers diameters to be checked
Sized for the 2046 for achieving the minimum self- Main collector Pipe Size requirements cleansing velocity. If not achieved, sewers sewer diameter to be reduced.
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Work Item Specific Aspect Scope Comments
The assumption is made that not everybody will wish to become a Sized for the 2031 customer of the ULB and will requirement within choose to continue with a private areas which are well or other source. currently developed, or
will be developed by Areas to be sewered are those Sewers Pipe Size 2017. where there is a minimum
population density of Water main coverage to 100people/hectare. be designed for 95% of
properties and sewers Prior to a sewer being laid, for 80% coverage adequate connections are to be assured for the sewer to be financially viable
10.3 Design Considerations for the 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 Davangere.
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 Davangere 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 3m/sec.
10.4 Options for Wastewater Collection and Treatment
10.4.1 Options for Wastewater Treatment For the proposed Sewerage District 3 treatment works, a site has been pre-determined by the ULB with space only for the SBR process.
10.4.2 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
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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.
10.4.3 Sewer Network
10.4.3.1 Minimum Size of Sewer A minimum pipe size of DN150 is adopted, as recommended in the CPHEEO manual.
10.4.3.2 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.
10.4.3.3 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.
10.4.3.4 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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10.4.3.5 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.
10.4.3.6 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.
10.4.3.7 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.
10.4.3.8 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.
10.4.3.9 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 36: Types of Bedding for Sewerage System
Bedding Factor Type of Bedding Class of Bedding
Up to 1.9 Granular Bedding with Carefully Compacted B Backfill (GRB) For more than 1.9 Concrete Cradle Bedding with Carefully A b and upto 2.8 Compacted Backfill (PCCB)
For more than 2.8 Reinforced concrete cradle with percentage of A c and up to 3.4 reinforcement `p’ equal to 0.4% with carefully compacted backfill (RCCB) For more than 3.4 Reinforced Concrete Encasement with A d and up to 4.8 percentage of reinforcement `p’ equal to 1% (RCE)
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 Campaign 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 Required Works to Complete On-Going Projects
10.7.1 Sewerage District 1 (SD1) In Sewerage District 1, a total length of 41km of outfall sewer, trunk, mains, branches and interceptor sewers are proposed under NKUSIP. After implementation of the above works, the coverage of sewerage system will increase to about 65% of the households in the district.
The DPR prepared under NKUSIP states that, additional length of 156km sewer network is required to increase sewer network coverage to all households within District 1.
As the majority of sewer network proposed under NKUSIP are trunk and main sewers, the diameter of sewers for the remaining network required will be of smaller diameters.
The diameter ranges of the sewer lines proposed under NKUSIP ranges from DN300 to DN1200. A small length of about 4.5km interceptor sewers has been proposed with pipe sizes ranging from DN150 to DN250.
Please refer to the table below for the details of sewer network proposed under NKUSIP.
Table 37: Details of Sewerage System Proposed Under NKUSIP
Component Length
Outfall Sewer (1400 mm diameter) 0.918 km Trunk Main (300 to 1200 mm diameter) 11.812 km Sub-mains (300 to 600 mm diameter) 16.951 km Interceptor Sewers (150 to 250 mm diameter) 4.479 km Integration Sewers (Diameter range not available) 6.848 km Total Length 41 km About 879 Manholes with diameter ranging from 0.9 m to 2.1 m.
The measured length of road network in SD1 from topographical survey map is about 390 km. A quick assessment using information in the drawings provided by the ULB engineers indicates that, about 200km of existing sewer network shall be retained in SD1. About 43 km sewer network is in poor condition and another 14km is in operational condition which may need replacement. This information is from a quick assessment. Further assessment is required during detail design stage to confirm these lengths. ULB engineers also suggested another 50km of sewer network in SD1, which is either replacement or new network as shown in the map in Chapter 6.
The total sewer network proposed under NKUSIP is about 30 km excluding interceptor/ integration sewers.
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Above analysis indicates that, an additional length of about 160km sewer network is required in Sewerage District 1, to meet national service level benchmark of 100% coverage. Therefore, a total length of about 160km is proposed for SD1 under KISWRMIP.
The pipe sizes of proposed sewer network will be in the range of DN150 to DN300. The sewer network proposed under KISWRMIP shall be integrated with the trunk sewers, mains and branch sewers of relatively larger size proposed under NKUSIP. A map with proposed trunk and main sewers, under NKUSIP and KISWRMIP is shown below. The laterals and sub-branches are not shown in the map to provide clarity.
A sewerage concept plan is prepared for SD1 which also includes proposed two trunk sewers under NKUSIP. The concept plan shows preferred alignment of the sewer network. However, the alignment of the proposed main and branch sewers shall be changed during detail design stage depending upon condition of the existing sewer network in the area.
Figure 18: Sewerage Concept Plan for District 1 with Proposed Trunk and Main Sewers under NKUSIP and KISWRMIP
10.7.2 Sewerage District 1A There is a small pocket on the Western side of District-1 which needs a sewage lift station because of the difference in elevations/ levels. This is a small scale industrial area and the estimated flow from District 1A is about 4Mld for the year 2044. The DPR of the NKUSIP proposed a lift station with a wet well of 3 m diameter to collect sewage from District 1A. But, this component is not included in the on- going project because of the limited funds available for the improvement of sewerage system.
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The flow from the lift station will be pumped to a manhole in the gravity system of District-1 through a DN250 DI K9 rising main of about 1.25 km. The flow from District 1 will be conveyed by gravity to the STP located in Sewerage District 1.
The cost of the lift station is estimated to be $0.18M in the NKUSIP DPR. It is not clear, whether any additional investment is required for the gravity system to collect wastewater into the proposed lift station in Sewerage District 1A.
Sewerage District 1A may be excluded from the proposed schemes as the existing development in the area is not considerable. As a part of the holistic sewerage concept plan, the main sewer network is planned as shown in the map below.
Figure 19: Map Showing Proposed Sewerage System for Sewerage District 1A
10.7.3 Sewerage District 2 In Sewerage District 2 (SD2) the proposed investment under UIDSSMT is only $1.39M. This scheme is under construction which is being implemented by KUWS&DB. As discussed in Section 5, the existing network is in poor condition and no funding is allocated to improve existing sewer network in SD2, under UIDSSMT scheme.
The length of trunk sewer proposed under UIDSSMT in SD2 is about 5.3km. The length of initial alignment was 7.8km, under UIDSSMT scheme.
It is evident that, more investment is required to improve existing sewerage system and to extend the sewer network to serve rest of the development in SD2.
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The total length of road network in SD2 is about 268km which is measured from the topographical survey map. A quick assessment from the drawings provided by the ULB engineers indicates that, about 95 km of existing sewer network is in good condition which shall be retained in SD2.
Above assessment shows that 18km of sewer network is in poor condition and another 15km is in operational condition which may need replacement. This information is from a quick assessment. Further assessment is required during detail design stage to confirm these lengths. ULB engineers also suggested another 38km of sewer network in SD2, which is either replacement or new network as shown in the map in Chapter 6.
From the above assessment, it is evident that, an additional length of about 80km sewer network is required in Sewerage District 2.
A sewerage concept plan is prepared which also includes UIDSSMT trunk sewer under execution. The concept plan shows preferred alignment of the sewer network. However, the alignment of the proposed main and branch sewers shall be changed during detail design stage depending upon condition of the existing sewer network in the area.
The sewerage concept plan of SD2 is shown below. The laterals and sub-branches are not shown in the map to provide clarity.
Figure 20: Sewerage Concept Plan for District 2 with Trunk Sewer of UIDSSMT, Main and Branch Sewers Proposed under KISWRMIP.
10.7.4 Sewerage District 3 The population densities of Sewerage District 3 are calculated using 2011 Census data and projected ward-wise population data taken from NKUSIP DPR, as shown in the table below. Though the average densities are low, the population density in the areas closer to the boundary i.e. the south
83 TA 7954–IND: KISWRIP Final Report: Annex 1 – Davangere Feasibility Study December 2012 east side, of Sewerage District 1 will be similar to the population densities of the developed area of the town. The existing and projected population densities in Sewerage District 3 are as follows.
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Table 38: Population Densities in Sewerage District 3
% Area of Total Ward Population of Area Floating Population Floating Population Scope for Ward Population as Ward Segment Population Ward (sq. Population Density 2011 Population Density 2044 Increase in Segment in per 2011 in SD-3 as per on 2044 km) for 2011 per sqkm for 2044 per sqkm Population SD-3 census 2011 census
23 64% 12.36 9,685 6,198 1,372 784 43,262 6,949 3,500 High 24 5% 0.47 10,817 541 1,532 22,961 21,200 3,405 45,000 Moderate 35 75% 1.53 9,336 7,002 1,323 6,106 22,937 3,684 15,000 High 36 56% 2.64 17,002 9,521 2,409 6,434 39,638 6,367 15,000 High 38 9% 1.19 9,788 881 1,387 8,210 17,883 2,873 15,000 Moderate 41 99% 6.89 13,824 13,686 1,958 2,007 44,766 7,191 6,500 High Total/ Average 37,829 9,981 7,750 189,686 30469 16,667
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There is considerable residential development in Jaya Nager, Bhoomika Nagar and Shakti Nagar, enclosed between NH4, PB Road and the boundary of Sewerage District 1.
As the development is not uniform in the SD3, the sewerage network will be constructed in phases as the area develops. In the first phase, areas closer to the SD1 - Jaya Nager, Bhoomika Nagar and Shakti Nagar - and Averagere shall be considered.
The estimated flows from SD3 will be around 5Mld for the base year 2016 and 15Mld for the ultimate year 2046. The population densities per sq km ranges from 13,686 to 541, as per 2011 Census as shown in the table above.
The proposed trunk main sewer line has to cross NH4 and the railway track as shown in the proposed sewerage concept plan. In locations where the existing road network is not present, the proposed road alignment from DHUDA Master Plan is used.
The total length of road network in SD3 is about 100km, which is measured from the topographical survey drawing. A quick assessment from the drawings provided by the ULB engineers indicates that, approximately 28km of existing sewer network shall be retained in SD3. The exact length will need to be confirmed during detail design stage.
About 12km sewer network is in poor condition and another 5km is in operational condition which may need replacement. This information is from a quick assessment. Further assessment is required during detail design stage to confirm these lengths. ULB engineers also suggested another 8km of sewer network in SD3, which is either replacement or new network as shown in the map in Chapter 6.
From the above assessment it is evident that, an additional length of about 45km sewer network is required in Sewerage District 3. This 45km will include trunk or main sewers shown in the sewerage concept plan, plus replacement of existing sewers in poor condition and additional network required in the SD3.
The existing septic tank in SOG colony is not in operation and the flows are being bypassed to the adjacent low lying area. The proposed sewer network as discussed in the options below will serve SOG colony and surrounding areas. The options considered for the Sewerage District 3 (SD3) are as follows:
10.7.5 Option 1and 2 for Sewerage District 3 Option 1 is to lay a gravity system to collect sewage from the developed areas with relatively higher population densities to the proposed sewage treatment plant site, near Averagere. The proposed STP shall be constructed in phases to meet the requirements.
The Concept Plan of Sewerage District 3 is shown below. The proposed location of the STP is that shown on the DHUDA Master Plan of Davangere.
Option 2 is same as above except that the location of STP is adjacent to the stream on the upstream of the location proposed in Option 1, as shown in the Concept Plan below.
Option 2 is unlikely to go ahead as the STP location proposed in Option 1 is already earmarked in the DHUDA Master Plan, and ULB wish to use the same location as shown in the Master Plan.
10.7.6 Option 3 for Sewerage District 3 Option 2 is to lay a gravity system up to a proposed pumping station along PB Road, adjacent to stream near culvert between DCM Layout and Averagere. The flows from the pumping station would be diverted to SD1 with a rising main of about 1000m. The flows from the PS shall be discharged into closest manhole of the proposed NKUSIP Sub Main 6 which is connected to Trunk Main 1 of the Sewerage District 1.
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The proposed sewerage system of SD1 is designed for the ultimate year 2044, which will have sufficient capacity to take flows from SD3 for at least for next 10 to 15 years. This option has following advantages:
Makes full use of the SD1 treatment plant investment; Increases flows in the SD1 sewers reducing the risk of silting when flows are lower than design flows due to less than full development of SD1; Avoids the requirement for the SD3 treatment works to be built whilst spare treatment capacity is available in SD1 of Davangere; Land availability is uncertain since land is at premium and cost of land may prohibit a treatment plant at the currently-intended location and Leaves open all options for the SD3 long-term solution. Option 3 is the least cost option if additional treatment capacity is available in adjacent SD1. A new treatment plan with a capacity of 20Mld is proposed in SD1, under NKUSIP, which includes decommissioning of two ponds of the existing STP. It is not clear whether the existing STP will remain functional after new treatment plant is commissioned. The information available at the moment is not clear regarding renovation of existing STP and thus how much total treatment capacity will be available after commissioning of the new STP in SD1.
Therefore, Option 1 as described above is suggested to include in Tranch-1 of KISWRMIP. However, it is recommended to consider both Option 1 and 3 during detail design stage. The cost estimates are prepared considering Option 1, in this report. If existing STP is renovated, spare capacity will be available in SD 1, and then the Option 3 will become least cost option.
The land details of the proposed STP site are collected and incorporated in the Social Safeguards Report.
Figure 21: Sewerage Concept Plan for District 3
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Figure 22: The Overall Sewerage Concept Plan for all Sewerage Districts of Davangere 10.8 Wastewater Treatment Plant In Sewerage District 1, the total capacity including 20Mld proposed STP will be 39.45 Mld. This is based on the assumption that, the existing 19.45Mld STP in SD1 will be renovated to treat same amount of flow. If the existing plant is renovated, no additional wastewater treatment capacity is proposed for SD1 in the Tranche-1 investment of KISWRMIP.
However, if existing STP of SD1 is not renovated or become abandoned, then an additional treatment plant will be required immediately.
In Sewerage District 2, a 14.8Mld STP using waste stabilisation pond process is under construction. This scheme is designed to treat projected flows of up to 2026, which is being executed by KUWS&DB. No additional wastewater treatment capacity is proposed for SD2 in the Tranche-1 investment of KISWRMIP.
There is no existing treatment plant in SD3. The wastewater treatment capacity required for SD3 is in the range of 5Mld and 10Mld for the years 2016 and 2031, respectively. A new STP of 5 Mld capacity, which can be increased up to 15Mld in modules, is proposed for SD3. The time that the plant will be required will depend upon the rate of development; the rate at which customers connect and the ability to transfer wastewater to District 1, as previously discussed.
After completion of two on-going/ proposed projects for Sewerage District 1 and 2, the total capacity of STPs will increase to 54.25Mld in Davangere city.
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10.8.1 Sludge Management Facilities Sludge management facilities have been included into the current proposed plants.
In the longer term, the ULB will need to develop a sludge management strategy.
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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 Davangere.
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 Davangere 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:
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Customer Services –to be responsible for all customer services; 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 $0.82M 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 39: Scope of Works for Water Supply Project Components
Project Elements Components Objectives Water Procurement Improved flow Installation of Bulk Flow Meters, Sluice Valves, management and leak and Air Valves on Raw Water Transmission detection Mains
Reduced water losses
Re-cycling of filter backwash water in treatment process Treatment works
Installation of bulk flow meters and Ability to perform measurement devices for energy audits annual energy audits Water Networks
Construction of eleven elevated storage Increased storage facilities with outlet flow meters. capacity
Monitoring of flows Construction of new Rehabilitation of other existing facilities elevated storage Reduced risk to water facilities. quality Installation of bulk flow meters on inlets
Rehabilitation of existing &outlets of reservoirs Increased safety for facilities employees and site Safe access to the facilities and to the water security spaces with measures to prevent contamination of the water stored Network management Laying of 12km ductile iron pipes for strategic of the supply system network to connect treatment works to the new . storage reservoirs, including installation of bulk Ability to maintain water flow meters: levels in strategic New strategic storage facilities and so transmission main Pipe Size Pipe length (m) meet customer demand DN600 DI (K9) 0.7 Km with continuous supply DN400 DI (K9) 7.4 Km Reliability of supply to DN300 DI (K9) 2.1 Km existing service DN250 DI (K9) 1.8 Km reservoirs
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Project Elements Components Objectives Rehabilitation of Lay 242km HDPE and DI pipe as distribution distribution network network including valves and other ancillary including house service equipment in the old city areas. connections.
DN Length Material DN 90 55.6 Km DN110 102.2 Km HDPE DN160 31.9 Km Extension of network to DN200 15.4 Km un-serviced areas. DN250 35.6 Km DI DN300 1.8 Km Rehabilitation of Establishment of existing mains and to provide required network in newly The exact lengths to be re-laid will depend upon additional capacity developing areas the results of the pipe condition sampling and including district analysis and contract tender prices. Metering Areas for Improved NRW NRW reduction Lay 70km HDPE and DI pipe as distribution performance management. network including valves and other ancillary equipment in the newly developing areas. Regularisation of DN Length Material unauthorised DN 90 16.0 Km connections DN110 29.5 Km HDPE DN160 9.2 Km DN200 4.4 Km DN250 10.3 Km DI DN300 0.6 Km Note: DN100 is the smallest recommended pipe size Household Connections Making approximately 44,000 household To increase service service connections. coverage Supply and Installation Proving and installing an estimated 40,500 Monitoring of consumer of revenue water meters revenue water meters to replace defective usage. Improved existing, and for first-time metering. income management
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13.1.2 Wastewater Collection
Table 40: Scope of Works for Wastewater Collection Project Components
Project Elements Components Objectives Lay the following sewers:
Pipe Size in Length in Pipe Material mm km
Sewerage District 1 DN150 uPVC or SWG* 100 km DN200 uPVC or SWG* RCC NP3/ DN250 SWG* 40km RCC NP3/ DN300 Completion of SWG* DN400 RCC NP3 proposed sewer 20km DN500 RCC NP3 network not included within current DN600 RCC NP3 contract for Districts 2 Total 160km and 3 Sewerage District 2
DN150 uPVC or SWG* 50km
DN200 uPVC or SWG* RCC NP3/ DN250 SWG* To provide 100% 20km RCC NP3/ wastewater coverage in DN300 SWG* areas where population DN400 RCC NP3 density is greater than DN500 RCC NP3 100people/hectare. 10km DN600 RCC NP3
Total 80km
Sewerage District 3
DN150 uPVC or SWG* 25km DN200 uPVC or SWG* RCC NP3/ For increased DN250 coverage in District 3 SWG* 10km RCC NP3/ DN300 SWG* DN400 RCC NP3 DN500 RCC NP3 10km DN600 RCC NP3 Total 45km *If good quality SWG pipes with rubber rings are available in the project area, SWG pipes shall be used up to 300 mm diameter.
Providing and construction of about 9,500 Reinforced Cement Concrete 1:1.5:3 Manhole To provide access to Construction of chambers. the proposed sewer manholes network for the O&M The depth of proposed manhole chambers will and also to make sewer be in the range of 1m to 6m. connections.
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Providing house sewer connections to about 57,000 properties, which include construction of about 19,000 sewage collection chambers of Construction of size 0.45mx0.450m clear inner dimension and To provide sewer collection/ connection 0.6m depth in BBM with 23 cm thick wall in C.M connections to the chambers properties. 1:6 and a connection to the public manhole through 110mm diameter uPVC pipe with an average length of about 5m. Construction of sewage pumping station to lift Transmission of effluent from District 1a into proposed STP for Construction of untreated effluent from treatment including inlet chamber/ screens, all sewage pumping collection network to civil, electrical & mechanical works, security station treatment plant. fencing/ gates, stand by electric power
generation & flow metering
13.1.3 Wastewater Treatment
Table 41: Scope of Works for Wastewater Treatment Project Components
Project Elements Components Objectives
Construction of wastewater 5 Mld capacity SBR based Treatment of collected wastewater treatment plant for wastewater treatment plant and and reuse of treated effluent for Sewerage District 3 procurement of land. non-potable purposes.
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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 42: Derived Cost for Pipeline Works
Pipe Diameter Base Rate - Present Rate @ Derived Rate for KUWS&DB SoR 6% increase 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
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
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Pipe Diameter Base Rate - Present Rate @ Derived Rate for KUWS&DB SoR 6% increase Laying / Rm 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.
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13.2.5 Water Procurement
Table 43: Cost Estimates for Water Procurement
Estimated Project Element Cost $M Remarks Installation of bulk flow meters in raw and clear water mains for water supply Improved network management management, and for NRW and energy leading to reduced physical and audits: 0.491 commercial losses Rehabilitation of existing WTP and re-cycling of filter back-wash water Rehabilitation of existing WTP 0.764 and sludge management facilities. Automation / Regulating pump Provision for SCADA at the Water operation based on Tank water Treatment Works 0.364 levels Sub-total for Water Procurement Works $1.62M
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13.2.6 Water Supply and Distribution Table 44: Cost Estimates for Water Supply and Distribution
Estimated Project Element Remarks Cost $M Ten high level tanks Construction of new water storage facilities 2.0 proposed and one 11 x 1000Kl @ INR 10 Per litre replacement Laying of strategic network: Proposed including Rehabilitation/ Replacement of Existing strategic network DN Length Unit Cost Cost Strategic ($/m) ($M) transmission mains DN600 DI (K9) 0.7 Km 262 0.183 with diameters DN400 DI (K9) 7.4 Km 145 1.076 1.618 varying from 250mm DN300 DI (K9) 2.1 Km 97 0.204 to 600mm. DN250 DI (K9) 1.8 Km 77 0.139
Note: Unit costs do not include cost for Road Restoration. Cost for Road restoration (0.015 Million US$) has been accounted for separately in the estimated cost. Rehabilitation of existing Distribution network
DN Length Unit Cost Cost ($/m) ($M) DN300 DI (K7) 1.8 Km 91.8 0.165 DN250 DI (K7) 35.6 Km 72.7 2.589 Improved water usage efficiency and DN200 HDPE 15.4 Km 40.1 0.617 9.345 DN160 HDPE 31.9 Km 26.4 0.841 maximising revenue DN110 HDPE 102.2 Km 14.5 1.487 water for improved financial position of DN 90 HDPE 55.6 Km 11.0 0.612 ULBs Note: Rehabilitation of the distribution network will entail laying of district meters and an estimated 30,000 household connections (Regularizing existing connections) including domestic meters, costs for which have been separately considered. Supplying of Laying of Pipes in Newly developing areas
DN Length Unit Cost Cost ($/m) ($M) DN300 DI (K7) 0.6 Km 91.8 0.055 Increase water distribution network DN250 DI (K7) 10.3 Km 72.7 0.749 into new areas, and 3.20 DN200 HDPE 4.4 Km 40.1 0.176 for household DN160 HDPE 9.2 Km 26.4 0.243 connections with DN110 HDPE 29.5 Km 14.5 0.429 meters DN 90 HDPE 16.0 Km 11.0 0.176 Note: Laying of the distribution network will entail laying of district meters and an estimated 14000 new household service connections including domestic meters, costs for which have been separately considered. Providing and Installing 40,500 domestic meters in the existing 1.491 distribution network. Sub-total for Water Distribution Works $17.65M
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13.2.7 Wastewater Collection
Table 45: Cost Estimates for Wastewater Collection
Project Element Estimated Remarks Cost $M Laying of uPVC or SWG sewer network with the depth ranging from 1m to 5m
Pipe Average Amount Amount Length Size in Pipe Material Unit Rates in M in INR in km mm per m US$ Crores Sewerage District 1 DN150 uPVC or SWG* 100 km 14 1.4 7.7 DN200 uPVC or SWG* DN250 RCC NP3/ SWG* 40km 32 1.28 7.04 DN300 RCC NP3/ SWG* DN400 RCC NP3 20km DN500 RCC NP3 70 1.4 7.7
DN600 RCC NP3 Total 160km 4.08 22.44 Sewerage District 2 DN150 uPVC or SWG* 50km 14 0.7 3.85 DN200 uPVC or SWG* DN250 RCC NP3/ SWG* 20km 32 0.64 3.52 DN300 RCC NP3/ SWG* DN400 RCC NP3
DN500 RCC NP3 70 0.7 3.85 10km DN600 RCC NP3 Total 80km 2.04 11.22 7.49 Sewerage District 3 DN150 uPVC or SWG* 25km 14 DN200 uPVC or SWG* DN250 RCC NP3/ SWG* 10km 32 0.32 1.76 DN300 RCC NP3/ SWG* DN400 RCC NP3
DN500 RCC NP3 70 0.7 3.85 10km DN600 RCC NP3 Total 45km 1.37 7.535
*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.
For the pipes sizes of 250mm and 300mm – RCC NP3 pipe rates are considered in the estimate. However, if good quality SWG pipes with rubber rings are available for these sizes in the project area, the sewer network cost will reduce.
For the pipe sizes of 350mm and above, RCC NP3 rates are recommended as they are cheaper or economical.
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Project Element Estimated Remarks Cost $M The unit rates for laying sewer networks are calculated for the average depth ranges separately for 0 to 2m, 2 to 4m and 4 to 6m. For Davanagere the average unit rates of 0 to 2 m are considered for the sewer network with diameter ranges from 150mm to 200mm. The average unit rates of 2 to 4m are considered for the sewer network with diameter ranges from 250mm to 300mm. The average unit rates of 4 to 6m are considered for the sewer network with diameters 350mm and above.
Note: The above unit rates do not include cost of manholes, road cutting and restoration.
Providing and construction of about 9500 Reinforced Cement Concrete 1:1.5:3 Manhole chambers. The depth of proposed manhole chambers will be in the range of 1m to 6m. The average depth rages of the manholes. Average Depth Number of Average Amount Amount in 3.0 Range of the manholes Unit Rates in M INR Manholes Us$ Crores
0 to 2m 5900 12920 1.386 7.623 2m to 4m 2300 18104 0.757 4.164 4m to 6m 1300 36247 0.857 4.712 Total 9500 3.000 16.499
Providing house sewer connections to about 57,000 properties, which include construction of about 19000 sewage collection chambers of size 0.45mx0.450m clear inner dimension and 0.6m depth in BBM with 23 cm 2.1 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.
Road restoration for approximately 285 km which includes 40% Bitumen 2.6 Roads, 40% Cement Concrete Roads and remaining 20% WBM Roads. (Lump sum provision is made in the estimates for this component) Cost Escalation/ Tender Premium (30% of the above base costs for 4.557 the Ww project components) Sub-total for Wastewater Collection Works $19.75M
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13.2.8 Wastewater Treatment Table 46: Cost Estimates for Wastewater Treatment
Estimated Project Element Cost Remarks US $M STP with Waste Stabilisation Ponds of 5 Mld, construction of sewage pumping station to lift effluent into proposed STP for treatment including
inlet chamber/ screens, all civil, electrical & mechanical works, security 1.10 fencing/ gates, stand by electric power generation & flow metering. Sub-total for Wastewater Treatment Works $1.10M
13.2.9 Other In addition to the above, the following costs are to be included in the overall estimate:
Resettlement and compensation etc.: $0.49M;
Public & individual toilet programme: $1.11M ;
Environmental Safeguards $0.01M, and
Plant and equipment: $0.82M.
$2.43M
13.3 Capital Investment Summary for All Towns Table 47: 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 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
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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 $1.20M in 2016 rising to $1.39 by 2031, based upon a constant power cost of Rs4.0/KWH. Chemical costs, we estimate to increase from $0.45M in 2016 to $0.56M by 2031, at current prices.
13.4.2 Wastewater Treatment Again, the costs are for power and chemicals. Indicative 2016 power costs would be around $0.04M per year, rising to $0.08M and chemical costs of $0.12M and $0.14M by 2031, respectively.
Table 48: O&M Costs Wastewater Water System System Subjective 2016 2031 2016 2031
Staff and depot costs 0.36 0.36 0.25 0.25
Power 1.20 1.39 0.04 0.08
Consumables and chemicals 0.45 0.56 0.12 0.14
Mains and sewer repairs 0.08 0.05 0.05 0.03
Miscellaneous @ 20% of operational costs – allocated to 0.42 0.47 0.10 0.10 each Head
Total OPEX $2.51M $2.83M $0.56M $0.60M
13.5 Financial and Economic Analysis A financial and economic analysis of the proposed investments is to be found in Annex 8.
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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.
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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 The proposed packaging of the work elements is as follows: Table 49: Packaging of Work Elements
Package Location Description
Design, build and operate & maintain wastewater treatment plant and first-time sewer network in town, including for household connections. 1 Contract to be performance based – 2yrs design & construct with 5 yrs O&M Byadgi Build improvements to potable network water comprising new and rehabilitation of existing water strategic and distribution mains, water 2 storage facilities, new service connections and installation of bulk and customer meters. 5yr performance based O&M contract
Design, build and operate & maintain wastewater treatment plant. Expansion of the sewer network, construction of pumping station. 3 Contract to be performance based – 2yrs design & construct with 5 yrs O&M
Davangere 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 4 customer meters. 5yr performance based O&M contract Improvements to water treatment plant with 5yrs O&M 5yr performance based O&M contract
5 Expansion of the sewer network and construction of pumping station Ranebennur 6 Build improvements to potable network water comprising new and
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Package Location Description rehabilitation of existing water strategic and distribution mains, water storage facilities, new service connections and installation of bulk and customer meters. 5yr performance based O&M contract Improvements to water treatment plant. Contract to be performance based – 2yrs design & construct with 5yrs O&M
7 Expansion of the sewer network and construction of pumping station
Build improvements to potable network water comprising new and Harihar rehabilitation of existing water strategic and distribution mains, water 8 storage facilities, new service connections and installation of bulk and customer meters. 5yr performance based O&M contract Improvements to water treatment plant with 5yrs O&M.
14.3 Implementation Programme Work subsequent to the submission of the Final Report, including this Feasibility Study, comprises: Table 50: Remaining Tasks
Group Activity By Whom Duration
ADB with local ADB Fact Finding Mission 2 months stakeholders Loan Agree and finalise loan terms GoI, GoK and ADB 3 months
IWRM Project Established and staff appointed KUIDFC 6 months Management Unit
PMU & PIUs Establish or develop existing KUIDFC 1 month
Draft contract for Design & Supervisory consultants, 1 months KUIDFC with ADB support including for DPR preparation through PPTA Phase II Appoint consultants 4 months Works & Supervision contracts Prepare DPRs and Works Consultants to KUIDFC 6 months Contracts
Consortium of Tranche-1 Appoint Works contractors ULBs advised by 4 months KUIDFC/PPTA Phase II
Establish Drinking Water Supply Mission and Water Sector stakeholders led by Sector Council Department for Urban On going Reorganisation Development/KUIDFC Establish SPVs and separate UWSS departments in ULBs
A suggested Implementation Programme is provided below:
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Table 51: Implementation Programme
2012 2013 2014 2015 2016/20 Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q
1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 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 2 year construction period construction 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 2 year construction period. performance criteria
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15 O&M OF THE FACILITIES
Within the “Final Report Volume 1: Road Map & Strategic Investment Plan”, 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 works contractor be required to produce an asset inventory of all above and below ground assets, new and existing.
15.3 GIS & Network Modelling Where not existing, we recommend that a GIS of the assets is prepared and water and wastewater network models constructed 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.
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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 52: NRW Reduction Schedule
Year Activity / Target Recruit staff and, if used, NRW contractor; Stage 1(year1) 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 (year 2) 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 (year 3) Commence NRW identification and reduction Year 4 and Continuous flow /pressure monitoring, and subsequent years 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;
On-going 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).
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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.
15.5.4 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.
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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 Assessments 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). Davangere 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 Davangere 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. Subproject is designed to complement the ongoing improvements under the NKUSIP and other projects, and therefore do not include source augmentation, bulk water supply, and wastewater treatment, which are already included in those projects.
There are environmentally-, historically-, archeologically-sensitive/important areas in the town.
Potential negative impacts were identified in relation to both construction and operation of the improved infrastructure. No notable impacts identified either due to location or design. Mitigation measures have been developed in generic way to reduce all negative impacts to acceptable levels.
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.
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 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 Davangere 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 NKUSIP and will remove the human waste from those areas served by the network rapidly and treated at the WWTP, currently in implementation under NKUSIP, to acceptable standards. In addition to improved environmental conditions, the subproject will improve the over-all health condition of the town. 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 construction can be mitigated to standard levels without difficulty through incorporation or application of recommended mitigation measures and procedures. Based on the
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16.2 Social Safeguards Assessment
16.2.1 Water Supply New reservoirs at ten locations and replacement of one reservoir at ITI-Nituvalli are proposed to augment assured safe drinking water supply. All the new constructions will be within Municipality land or Municipality parks which are already owned by the City Corporation of Davangere and the necessary land for the construction of the reservoir is available. Additional land acquisition or purchase of land is not envisaged. The sites are also free of encroachment/ informal squatters except in one location at KTJ Nagar, where municipality land is not fenced and unauthorised business is being carried out.
The rehabilitation and replacement of distribution pipelines and strategic mains will not require additional land. However temporary impact is envisaged during laying of pipelines for the road side vendors, hawkers and alternate parking facility for vehicles will be needed. Adequate provision has been made in the Resettlement Plan prepared for Davangere.
16.2.2 Wastewater For Sewage treatment plant (STP) ten land parcels have been identified by ULB in Avergere area of the Sewerage District 3 within Davengere city limit. The total land identified for the STP construction is 8.15 acre or 3.3 hectares in area. The land has the advantage of location by the side of one natural stream. Sewer rising mains will cover Sewerage District 3 of the city, which is a newly developed area with properly laid out plots and road network. The locality is also sparsely populated barring a few pockets. Since the sewer mains will be laid in the middle of the road there will not be any temporary impact neither road closure is envisaged. The pumping station (PS) will be constructed on a ULB owned plot where one public toilet was built but not in use at present. Sewer network for other two districts, apart from SD 3, is also proposed for a total length of approximately 250 km. The laying of sewer rising mains and sewer lines network will be done mostly at night so as not to disrupt vehicular traffic or access to residences / shops.
For construction of STP land will be acquired and the Resettlement Plan has been prepared to mitigate involuntary resettlement impact.
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