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Feasibility Report

25 Aug 17

Hubballi-Dharwad Smart City –

Underground Drainage System

of Tolankere catchment Area

Feasibility Report – Underground Drainage System of Tolankere Catchment area –Hubballi Dharwad Smart City Limited

Prepared for Hubballi Dharwad Smart City Limited of 58

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1 RO SD SKAC PRN 25-08-2017 For Client

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Table of Contents

1. Executive Summary ................................................................................................ 11

2. Project Introduction .............................................................................................. 13

2.1 Background ..................................................................................................................................... 13

2.2 City Overview ............................................................................................................................. 13

2.3 Smart City Mission ..................................................................................................................... 14

2.4 Project Idea and Scope ............................................................................................................... 15

2.5 Necessity of the project .............................................................................................................. 16

2.6 Project Description ..................................................................................................................... 16

2.7 Industry Overview ...................................................................................................................... 17

2.8 Regional Profile .......................................................................................................................... 18

2.9 City Connectivity ........................................................................................................................ 19

2.10 Climatic Conditions ............................................................................................................... 20

2.11 Land Use Pattern of the city .................................................................................................. 20

3. Existing System and its Analysis ............................................................................ 22

3.1 Introduction .................................................................................................................................... 22

3.2 Existing Sewerage System .......................................................................................................... 22

3.3 Past/Ongoing Projects and Proposals ........................................................................................ 25

3.4 Existing Sewerage System Analysis............................................................................................ 26

3.5 Conclusion .................................................................................................................................. 27

4. Project ................................................................................................................... 28

4.1 Project Components ........................................................................................................................ 28

4.2 Site Description .......................................................................................................................... 28

4.3 Site topography .......................................................................................................................... 29



4.4 Site Reconnaissance ................................................................................................................... 29

4.5 Alternative studies for the Project .............................................................................................. 29

4.6 Rainfall Analysis ......................................................................................................................... 31

4.6.1 Depth-Duration of Rainfall ................................................................................................... 31

4.6.2 Time of Concentration ........................................................................................................... 32

4.6.3 Co-efficient of Runoff ............................................................................................................ 33

Table 9: Co-Efficient of Runoff for Various Surfaces .................................................. 33

4.6.4 Co-efficient of Runoff adopted for Tolankere Catchment ..................................................... 34

4.7 Population Projection ................................................................................................................. 37

4.8 Proposed sewerage system .........................................................................................................40

4.7.1. Design approach for proposed sewerage zone .................................................................. 41

4.7.2. Sewage treatment plant .................................................................................................... 42

4.7.3. Salient features of collection system ................................................................................. 43

4.7.4. Design Capacities of STP/ SPS ......................................................................................... 43

4.9 Stakeholder Interactions ............................................................................................................ 44

4.10 Best Case Studies for similar projects in India/World .......................................................... 44

4.9.1. Bhoj Wetland Project ........................................................................................................ 44

4.11 Referenced Studies and Surveys ............................................................................................ 45

4.12 SWOT Analysis ...................................................................................................................... 45

5. Project Financials .................................................................................................. 47

5.1 Cost Assumptions ............................................................................................................................ 47

5.2 Project Costing ........................................................................................................................... 47

6. Statutory and Legal Framework ............................................................................. 49

6.1 Legal & Regulatory Framework ...................................................................................................... 49

7. Indicative Environmental & Social Impacts ........................................................... 51



7.1 Introduction .................................................................................................................................... 51

7.2 Air quality ................................................................................................................................... 51

7.3 Noise quality ............................................................................................................................... 52

7.4 Water quality ............................................................................................................................. 52

7.5 Land environment ...................................................................................................................... 53

7.6 Socio economic impacts for proposed project ........................................................................... 53

7.7 Potential environmental impact matrix .......................................................................................... 53

8. Operating Framework ............................................................................................ 57

8.1 Indicative Project Structuring .................................................................................................... 57

9. Next Steps .............................................................................................................. 58

9.1 General ............................................................................................................................................ 58

Annexures

Annexure 1 DESIGN BASIS – SEWERAGE NETWORK

Annexure 2 DESIGN OF SEWAGE TREATMENT PLANT



List of Tables

Table 1: Details of Industrial estate ..................................................................................................... 18

Table 2: Land Use Plan for 2000 ......................................................................................................... 21

Table 3: Land Use of Hubballi Dharwad (proposed) ........................................................................... 21

Table 4: Ward- wise Population of 2011 census .................................................................................. 24

Table 6: Feasibility Options for Sewerage System for the Tolankere Lake area ................................. 29

Table 7: Intensity of rainfall for different time duration ..................................................................... 31

Table 8: Time of Concentration ........................................................................................................... 33

Table 9: Co-Efficient of Runoff for Various Surfaces .......................................................................... 33

Table 10: Co-efficient of Runoff ........................................................................................................... 34

Table 11: Runoff details of HDMC ....................................................................................................... 35

Table 12: Details of Rainy Days ........................................................................................................... 36

Table 13: Details of Excess Runoff which can be stored ...................................................................... 36

Table 14: Details of Evaporational and Percolation losses .................................................................. 37

Table 15: Census data- HDMC (1971-2011) ......................................................................................... 38

Table 16: Population Projections for HDMC ....................................................................................... 38

Table 17: Summary of population data for Project area and ABD area derived from total projected

HDMC population ............................................................................................................................... 39

Table 18: Summary of Waste water generated in Tolankere command area ......................................40

Table 19: Details of STP- proposed ...................................................................................................... 42

Table 20: Capacities of STP ................................................................................................................. 43

Table 21: Capacities of SPS .................................................................................................................. 43

Table 22: Agencies involved in the project .......................................................................................... 44

Table 23: SWOT analysis ..................................................................................................................... 45

Table 24: Project Costing ..................................................................................................................... 47

Table 25: Operations and Maintenance Expenses .............................................................................. 48

Table 26: Potential Environmental Impact Matrix for the proposed UGD project in Tolankere

Command area ..................................................................................................................................... 55

Table 27: Environmental Impacts and Mitigations ............................................................................. 55

Table 28: Major Milestones and Time Allocated ................................................................................. 57

Table 29: Tentative planning for next deliverables ............................................................................. 58



List of Figures

Figure 1: Smart cities selected in different phases .............................................................................. 14

Figure 2: Location of ABD area ........................................................................................................... 19

Figure 3: City connectivity ................................................................................................................... 20

Figure 4: Existing Sewerage Zoning for Hubbali ................................................................................. 23

Figure 5: Existing STP Location .......................................................................................................... 23

Figure 6: Proposed STP under AMPRUT scheme ............................................................................... 25

Figure 7: Out flow from Tolankere lake to Road side Drains .............................................................. 27

Figure 8: Project Location ................................................................................................................... 28

Figure 9: Intensity Duration Frequency Curves For Hubli Darwad city ............................................. 32

Figure 10: Graphical Representation of population projection for HDMC ......................................... 39

Figure 11: Proposed Sewerage network ............................................................................................... 41

Figure 12: Project Structuring ............................................................................................................. 57



Abbreviations

ABD - Area Based Development

AH - Aminbhavi & Hegde

CBD - Central Business District

CBT - Central Bus Terminal

CCTV - Closed-circuit television

CPHEEO - Central Public Health and Environmental Engineering Organisation

DPR - Detailed Project Report

EPC - Engineering Procurement Construction

FY - Financial Year

GoI - Government of India

GoK - Government of Karnataka

GPS - Global Positioning System

Ha - Hectare

HDMC - Hubballi Dharwad Municipal Corporation

HDSCL - Hubballi-Dharwad Smart City Limited

HDUDA - Hubballi-Dharwad Urban Development Authority

IT - Information Technology

Km - Kilometres

KSIIDC - Karnataka State Industrial and Infrastructure Development Corporation

KUIDFC - Karnataka Urban Infrastructure Development Financial Corporation

KUWSDB - Karnataka Urban Water Supply and Drainage Board

MD - Managing Director

MLD - Millions of Litre per Day

MoEF - Ministry of Environment and Forests

MoUD - Ministry of Urban Development

MSME - Micro, Small & Medium Enterprises

MSW - Municipal Solid Waste

NBP - Non Biophysical Components

NGO - Non-Governmental Organisation

O&M - Operation and Maintenance

PwC - PricewaterhouseCoopers Pvt. Ltd.

PMC - Project Management Consultant

RCC - Reinforced Cement Concrete



RFID - Radio Frequency identification

SCC - Special Contract Clause

SCP - Smart City Proposal

SH - State Highway

SPCB - State Pollution Control Board

SPS - Sewerage Pumping Station

SPV - Special Purpose Vehicle

STP - Sewerage Treatment Plant

SWOT - Strengths, Weaknesses, Opportunities, and Threats

TCE - TATA Consulting Engineers Limited

TPD - Tonnes per Day

ULB - Urban Local Body

UNEP - United Nation Environment Programme

USEPA - United States Environment Protection Agency



1. Executive Summary Underground drainage system for Tolankare lake area is one of the projects taken under smart

city proposal made for Hubballi-Dharwad. While provision of safe drinking water takes

precedence in the order of provision of basic amenities to community, the importance of

hygienic sanitation facilities through underground sewerage and sewage treatment can no longer

be allowed to lag behind, as about 80% of water used by the community comes out of houses in

the form of waste water which unless properly collected, conveyed, treated and safely disposed

off may eventually pollute our precious water resources and the environment.

Primary and secondary researches were done on the project site to understand the existing

situation. The Tolankere Lake is situated in Vivekananda Nagar and is surrounded by

Ramalingeshwar Nagar, Laxmi Nagar and Renuka Nagar on its boundaries. There is an existing

sewerage network of 21.2km in the tolankere lake catchment which falls under zone 1 area as per

existing Sewerage master plan prepared for entire Hubli Dharwad Municipal Corporation

prepared by KUIDFC during 2005. There is no existing Sewerage treatment plant (STP) in the

zone 1 and the sewerage is being conveyed and treated at Centralised STP located at Gabbur

village; about 20KM from this Tolankere pond. Under AMRUT scheme, one decentralized STP

of 1 MLD capacity is proposed at Tolankere Lake as part of decentralised system.

The Tolankere lake area lacks a proper Sewerage Collection System. The total tolankere

catchment area is 176.7Ha comprising of ABD area of 78.8Ha and non ABD area of 98Ha. There

is an existing sewer network of 21.2km which covers around 61% of the existing road length of

34.2km, therefore additional sewer network of 12km and STP of 1.5 MLD capacity (in addition

with 1MLD decentralized proposed STP under AMRUT scheme) has been proposed for the

intermediate design horizon population of 2033. The sewerage system is designed for 30yrs. The

collected sewage will be conveyed to the proposed STP for treatment and treated wastewater can

be disposed into the Tolankere Lake.

The Total capital cost for Underground Drainage System has been estimated around 9Crores.

The cost for Proposed Sewerage network is 6Crores and 3Crore for the proposed 1.5 MLD

decentralised STP (with SBR technology meeting the CPHEEO standards for treated water

effluent) with the Terminal Pumping station and treated water pumping station. The

construction and O&M cost is expected to be borne by HDSCL. The project is expected to be

executed under EPC contract where in the installation and O&M (for a period of 5 year) shall be

carried out by the contractor who would be selected through tendering process.

The initial Social and Environmental impacts are assessed and found that the proposed project

would be beneficial to the community as this can bring in the required change in the sanitation

and hygiene for Tolankere command area and thereby contributing to the Environmental



sustainability. Environmental impacts are considered for both construction phase and Operation

phase and the mitigation measures have been proposed suitably. HDSCL and PMC team shall

ensure that the project is implemented in at most environment friendly way.



2. Project Introduction

2.1 Background

Government of India intends to transform 100 Indian Cities to Smart Cities. The twin cities of

Hubballi- Dharwad have been selected to be developed into a smart city under the fast track

mode of first phase of the Smart Cities Mission launched by Ministry of Urban Development

(MoUD). Hubballi-Dharwad was selected amongst the 27 winners of the "2nd Round

Competition of SCM” based on the Smart City Plan (SCP) announced in September 2016. In this

context, Hubballi-Dharwad has incorporated a Special Purpose Vehicle (SPV) – Hubballi-

Dharwad Smart City Limited (HDSCL) (the “Authority”) to plan, design, implement, coordinate

and monitor the smart city projects in Hubballi-Dharwad.

Hubballi-Dharwad‟s Area Based Development (ABD) proposal includes Redevelopment of 992

acres area within the city which impacts about 1.1 lakh city population. The ABD area has mainly

two kind of land use- commercial and administrative with small pocket of Residential and slum

area. HDSCL has received funds from GoI and GoK for the development of smart city in

Hubballi-Dharwad. Pursuant to above, PricewaterhouseCoopers Pvt. Ltd. (PwC) in association

with TATA Consulting Engineers Limited (TCE) and Aminbhavi and Hegde (AH) have been

appointed as Project Management Consultant (PMC) for providing consultancy services for

preparation of Retrofitting plan for ABD area including pan city components; preparation of

detailed project reports for various packages and project management consultancy support for

the same.

2.2 City Overview

Hubballi and Dharwad are twin cities in the state of Karnataka and are referred as Hubballi-

Dharwad. The Hubballi-Dharwad is the oldest city in Karnataka state with strong cultural and

historical importance, and is also the second-largest urban settlement in Karnataka after

Bengaluru. The twin cities of Hubballi and Dharwad are located at a distance of about 20 km

from each other and form part of Hubballi Dharwad Municipal Corporation. Hubballi was

identified as an important commercial and trade centre for the entire northern Karnataka region

by the British. Hubballi and Dharwad were separate municipal entities, but these two cities were

so interdependent that a common municipal borough was constituted in the year 1925 for the

combined population of 69,940. Further, Hubballi-Dharwad municipality was upgraded to

corporation in the year 1962. Hubballi is the commercial centre and business hub of North

Karnataka region. Crops including cotton, chilli pepper and peanuts are grown aplenty in the

surrounding rural agricultural areas, and Hubballi is a major trading centre for these

commodities. It is also an important city for the Indian Railways, as it is the headquarters for



South Western Railway zone and the Hubballi Railway Division. Hubballi is a major railway

junction in North Karnataka. It is also the headquarters of North Western Karnataka Road

Transport Corporation. Hubballi also houses the largest number of government offices outside

Bangalore. It has more than 3,000 small and medium industries. Approximately 61% of the

city„s population is involved in the tertiary sector. The demographic indicators namely sex ratio

and literacy rates are favorable and higher than that of Karnataka and India. The existing

population of the Hubballi- Dharwad Municipal Corporation area as per Census 2011 is about

9.43 lakhs.

2.3 Smart City Mission

Smart Cities Mission is an urban renewal and retrofitting program by the Government of India

with a mission to develop 100 cities (the target has been revised to 109 cities) all over the

country making them citizen friendly and sustainable. The Union Ministry of Urban

Development is responsible for implementing the mission in collaboration with the state

governments of the respective cities. The government has a vision of developing smart cities as

satellite towns of larger cities by modernising the existing mid-sized cities. The cities selected as

smart cities in Phase 1, Phase 2 and Phase 3 respectively are shown in Figure 1.

Figure 1: Smart cities selected in different phases

The objective of Smart City Mission is to promote cities that provide core infrastructure and give

a decent quality of life to its citizens, a clean and sustainable environment and application of

„Smart‟ Solutions. The focus is on sustainable and inclusive development and the idea is to look

at compact areas, create a replicable model which will act like a light house to other aspiring

cities. The Smart City Mission of Government is a bold, new initiative. It is meant to set

examples that can be replicated both within and outside the Smart City, catalyzing creation of

similar Smart Cities in various regions and parts of the country.



Accordingly, the purpose of Smart Cities Mission is to drive economic growth and improve

quality of life of people by enabling local area development and harnessing technology especially

that leads to Smart outcomes. Area-based development (retrofit and redevelop) will transform

existing areas including slums into better planned ones thereby improving livability of the whole

City. Application of Smart Solutions will enable cities to use technology, information and data to

improve infrastructure and services. Comprehensive development in this way will improve

quality of life, create employment and enhance income for all, especially the poor and the

disadvantaged, leading to creation of inclusive Cities.

2.4 Project Idea and Scope

The purpose of Smart Cities Mission is to drive economic growth and improve quality of life of

people by enabling local area development and harnessing technology, especially technology that

leads to Smart outcomes. Area-based development will transform existing areas (retrofit and

redevelop); including slums, into better planned ones, thereby improving livability of the whole

City. Sustainability of the smart city can be ensured through Rejuvenation of water bodies and

other open spaces which will reduce the urban heat effects and promote eco-balance.

Underground Drainage System for Tolenkare catchment is one of the projects taken

under smart city proposal made for Hubbali-Dharwad. This project aims at the importance of

hygienic facilities through improved sanitation facilities; to execute various multidimensional

developmental activities which can enhance the social and economic condition of the community

around it. Diverting untreated sewerage entering to the lake through proper routing

of sewer network lines towards the proposed decentralised STP and disposing the

treated waste water into the lake will provide water in the lake throughout the year

and can lead to the lake rejuvenating activity along with providing hygienic

condition to the community. Primary and secondary researches were done on the project

site to understand the existing situation. Preliminary Development plans feasible for the

locations were hence framed as part of the site visits.

The scope of the Feasibility Report for Underground Drainage system for Tolenkare catchment

area of 176.8Ha (comprising of ABD area of 78.8Ha and non ABD area of 98Ha) of Hubbali-

Dharwad Smart City Limited has been finalised after carrying out the following studies:

• Reconnaissance Survey

• Stakeholder consultation and surveys

• Case studies of best practices

• SWOT analysis

• Indicative Environmental & Social Impacts

• Project Financials

• Statutory and Legal Framework



Refined methodology is followed in submitting the Project deliverables in accordance with the

following stages:

Deliverable 1: Feasibility Report

Deliverable 2: Draft DPR

Deliverable 3: Final DPR

2.5 Necessity of the project

The purpose of Smart Cities Mission is to drive economic growth and improve quality of life of

people. The Underground Drainage system of Tolankere lake catchment area is to arrest the lake

from being polluted due to improper underground drainage system in its catchment area; so that

the natural water body is free from pollutant. Presently, there is no existing STP in Tolankere

command area and there is existing sewer network of 21.2km which covers only 61% of the

existing road length of 34.2km. Due to non-availability of complete UGD system in the

command area; the waste water is getting mixed with the storm water drain and ultimately

finding its way into Tolankere lake by gravity. This intrusion of wastewater into the Lake is

polluting the water body; creating foul smell in the area and putting the natural environment at

stake. Hence, in the proposed project, it is intended to carry out the complete UGD

system improvement in the entire Tolankere catchment area by plugging the

missing link of 12km and directing all the waste water towards the Lake area. There

is a proposal for construction of one MLD STP (with tertiary treatment facilities) in the lake area

under AMRUT scheme. Integration of this STP (with SBR technology meeting the CPHEEO

standards for treated water effluent) with the proposed scheme can provide tertiary treated

water available for rejuvenating the water body throughout the year so that, the water body can

serve the dual purpose of triggering the ground water improvement; working as a natural

rainwater harvesting structure along with being used as water body recreational activity in terms

of boating system implementation in the pond area.

2.6 Project Description

The Project aims at up-gradation of complete Underground drainage system of Tolankere Lake

catchment (covering entire area of 176.8 Ha which comprises ABD area of 78.8Ha and non ABD

area of 98 Ha) of Hubballi. The major components identified are.

Carrying out UGD system analysis in the entire Catchment area of Tolankere Lake.

Identification and carrying out the design activity for plugging the missing links.

Assessment of waste water generation for the entire Catchment area

Integrating the proposed STP with the lake rejuvenation works

Rejuvenating Tolankere lake with tertiary treated water



2.7 Industry Overview

Hubballi-Dharwad is the most urbanized area in north Karnataka. It is also known as the

commercial hub of North Karnataka region. The major contributors to economy of Hubballi-

Dharwad city are tertiary-based activities, namely, trade and commerce including agro-based

activities, transport and Education sector. Hubballi is the commercial hub and major economic

activities include industrial activities, trade and commerce. It has more than 3,000 small and

medium industries. Approximately 55% of the city„s population is involved in the tertiary

sector.

The railway workshop and Karnataka Central Co-operative Textile Mill were established in the

city during the British regime. A number of ginning and pressing units were established during

the early 20th century in the cotton belt region around it; the activity has gradually declined

due to export of cotton to Mumbai and other areas. There were 6 textile industries in Hubballi

including the Maratha Spinning and Weaving Mill. About 2,000 persons were employed in

these textile units. The railway workshop in Hubballi manufactures passenger coaches and

goods wagons. KSRTC has established its workshop in Hubballi and is engaged in body building

for buses belonging to the corporation.

The other modern industries in the area includes food processing, woodworking, steel

furniture, printing, domestic utensils, service industries, and miscellaneous units. The Hubballi

region is also known for its rich mineral deposits like manganese, iron and copper, but not in

sufficient quantity for economic exploitation. Industries are located along national highway,

station road, Koppikar Road, Neeligin Road, and Dajibanpeth area of Hubballi. There are more

than 3000 industries in Hubballi with 10 major industries.

There are 20 Medium & Large Scale Industries in and around Corporation limits with an

Investment of Rs.744.66 Crores providing employment to 7325 persons, Tata Marcopolo, Tata

Motors & Telcon, Bharath NRE Coke Ltd, ADM Agro Industries Ltd, Micro Finish Valves Ltd,

Mevin Mifrom Pvt Ltd, NGEF, Wier BDK, RSB Transmistion Ltd, VRL Logistics Pvt Ltd, Bellad

Group of Industries, are key industrial giants which are placed in and around the city

Corporation limit. The Large & Medium scale industries are engaged in production of Buses,

Electrical Motors & Centrifugal Pumps, Spinning Yarn Ceramic Tiles, M.S. Ignots and Castings,

Automobile Spares, Excavators, Machine Tools, Liquid Petroleum Gas Bottling Plant, Draw

Shaft Components etc, Industrial Valves and Machinery Components, Food Products like,

Mango Pulp & Juice are the major exportable items from Hubballi-Dharwad . A Software

Technology Park is functional in Hubballi, which has added to the district`s ability to cater to

the requirements of Information Technology and IT-enabled projects.

The ABD area has 120 acre MSME cluster on Gokul Road near Basaveshwar Nagar. The details

of the industrial estate are given in the Table 1.



Table 1: Details of Industrial estate

N

o.

Industri

al Estate

Ye

ar

Land

acquir

ed (in

Acres

No.

of

she

ds

No. of

sheds

allott

ed

Vaca

nt

shed

s

No. of

sites

develope

d (in

Acres)

No. of

sites

allott

ed

No.

of

vaca

nt

sites

No. of

units

worki

ng

1 Gokul

and

M.T.Saga

r

Hubballi

1958

-

1994

Ist

stage

IInd

Stag

e

123.0

Acres

502 502 0 310 310 31

0

812

2.8 Regional Profile

Hubballi is located between 15° 11' - 15° 31' North Latitude and 75° 01' - 75° 28' East Longitude

at an altitude of 627.97m above sea level. Located at about 480 km north of Bangalore and

separated by a distance of 20 km, both the cities are connected to Pune and Bangalore by rail

network; other rail links connect the city with Hotgi, Sholapur, Marmagoa and Bellary. The twin

cities are also connected to Mumbai and Bangalore by Air. The city attracts floating population

from neighbouring urban centres such as Karwar and other towns from north Karnataka as well

as Dharwad district, for the purpose of trade and commerce, health, and education. It also

attracts population from across the district to avail the administrative services provided at

various district offices both in Hubballi and Dharwad. Hubballi is the educational hub of north

Karnataka and attracts population from the north Karnataka region for educational purpose.

The location of ABD Area is shown in the Figure 2.



Figure 2: Location of ABD area

2.9 City Connectivity

Hubballi – Dharwad is well connected to the major cities by road network and rail network as

shown in the Figure 3. It has air connectivity with Bangalore and Mumbai. The city is also the

head quarter of divisional railways. National highway, NH4, is the major corridor of Hubballi

Dharwad passing through the central city core and connects Pune and Bangalore. Dharwad is

predominantly set to the west of NH4. The major roads in both cities follow a radial pattern,

originating from the center of Hubballi city and connecting other major towns like Bijapur,

Karwar, Marmagoa and Sholapur. The National highway NH-4 built to bypass traffic from PB

road connects the twin cities with Bangalore and Pune. Other highways passing

through/connecting the city are NH-218 (to Solapur), NH- 63 (to Haliyal and Gadag), SH- 73

and SH- 28 (to Goa). The major district roads connect Kalghatai, Soundhatti and Halyal etc.

Hubballi is well connected by the rail network to Bengaluru and other major cities such as

Mumbai in the north and Thiruvananthapuram in the south. Being an important railway

junction, there are daily trains to Bijapur, Solapur, Bellary, Pune, Ajmer, New Delhi,

Hyderabad, Ahmedabad, Vasco, Vijayawada, Mysore, Tirupati, Chennai, and Howrah. There is



an operational airport in Hubbali. The airport is spread over an area of 369 acres and has one

runway of 1,670 m in length. The airport has all basic air navigation and night landing facilities

Figure 3: City connectivity

2.10 Climatic Conditions

The climate is divided into three distinct seasons: summer (from February to May), monsoon

(from June to September), and winter (from October to January). However, Dharwad enjoys a

better climate than Hubbali in view of its higher altitude. Hubballi-Dharwad experiences a

tropical climate with distinct wet and dry seasons. Owing to the location, Dharwad enjoys a

pleasant weather with moderate climate throughout the year. The coolest month is December

with an average low temperature of 15.4 °C and the hottest month is April with an average high

temperature of 32.8 °C. The region receives rainfall from both northeast and southwest

monsoons, and the wettest months are September and October. The average annual rainfall is

around 838 mm for Hubballi and 812 mm for Dharwad.

2.11 Land Use Pattern of the city

As per the comprehensive development plan, the percentage of land under residential use has

gone up from 25% to 31% between 1986 and 2000. However, this is still low compared to the

suggested norm of 35% to 40% of land under residential use, indicating the availability of

potential land for residential development. Growth in commercial land use is also not

happening as envisaged in the comprehensive development plan due to overcrowding in the



existing CBD at Hubballi and lack of demand for commercial space in CBD at Navanagar. The

Table 2 shows land use of 2000.

Table 2: Land Use Plan for 2000

Sl.No Land Use Area(Ha) Area (%)

1 Residential 3,196 31%

2 Commercial 336 3%

3 Industrial 528 5%

4 Public and Semi-Public 1,750 17%

5 Recreational 663 6%

6 Transportation and Communication 2,269 22%

7 Water Bodies, Agricultural & Others 1,632 16%

Source: Comprehensive Development Plan (2003), HDUDA

As per the population projections carried out in the demography section, the city would have a

population of 11. lakhs by 2021. The proposed land use plan is as shown in Table 3:

Table 3: Land Use of Hubballi Dharwad (proposed)

Sl. No Land Use Area(Ha) Area(%)

1 Residential 5,717 42%

2 Commercial 835 6%

3 Industrial 738 5%

4 Public and Semi-Public 2,021 15%

5 Recreational 1,431 10%

6 Transportation and Communication 3,005 22%

7 Water Bodies, Agricultural & Others -- --



3. Existing System and its Analysis

3.1 Introduction

The Tolankere Lake is situated in Vivekananda Nagar and spreads over an area of 23 acres. It is

known as the second biggest lake of Hubbali after Unkal lake. It is surrounded by

Ramalingeshwar Nagar, Laxmi Nagar and Renuka Nagar on its boundaries. It is located at a

distance of 3.5 km from Hubbali- Dharwad Airport and at a distance of only 1 km from Gokul

Road.

The Hubballi Dharwad Municipal Corporation has partial underground drainage (UGD)

system. The existing underground drainage coverage is about 50% in Hubballi Dharwad. The

sewerage system covers 60% of Hubballi and 40% in Dharwad. The disposal of sewage is

partially getting discharged into natural streams in the absence of proper collection and

treatment facilities. The peripheral villages and revenue pockets included within the municipal

limits recently do not have access to sewerage system.

The length of existing sewerage network in Hubballi is 556 km covering an area of 54 sq. km.

The population covered by underground drainage network is 4.2 lakhs. The existing network

covers part of South Hubballi (Ward no. 40, 41, 52, 53, 54, 56, 57, 58, 64 and 61), west and

central Hubballi (Ward no. 34, 35, 36, 43, 44, 45, 57, 58 and 59). Most of the areas beyond the

railway line are not served by the sewerage network. As per the records available with

Municipal Corporation, 70% of the households are connected to the sewer network. Most of the

newly developed areas/extension areas along Gokul road, Navanagar, etc., are not served by the

sewer network and depend on septic tanks.

3.2 Existing Sewerage System

There is an existing Sewerage master plan prepared for entire Hubli Dharwad Municipal

Corporation prepared by KUIDFC already during 2005; based on this, the sewer lines are being

laid by KUIDFC /KUWSDB authorities as per the fund availability from the past 10 years. The

Existing sewerage system in Hubballi area has been divided into 4 sewerage zones based on the

topography and other natural and manmade barriers. The zone wise division of the sewerage

network is shown in the Figure 4. The sewerage from all the four zones are collected into the

centralised STP located at Gabbur village about 20Km from Tolankere as shown in the Figure 5.



Figure 4: Existing Sewerage Zoning for Hubbali

Figure 5: Existing STP Location



The Tolankere command area falls completely under Ward no 35 which is Zone 1 as per existing

Sewerage master plan. As per the 2011 census data, the population for Tolankere lake

catchment (ward no 35) is 17117 as shown in the table below. The ward wise population data of

HDMC as per 2011 census is provided in Table 4.

Table 4: Ward- wise Population of 2011 census

Ward

Nos.

Population 2011 Ward Nos. Population 2011

1 19478 35 17117

2 13835 36 17152

3 15414 37 21455

4 14523 38 19399

5 13499 39 15166

6 13855 40 14204

7 14650 41 12979

8 11962 42 14371

9 10735 43 13490

10 12996 44 13935

11 12892 45 8691

12 11254 46 11575

13 12901 47 16352

14 15742 48 9712

15 12571 49 15471

16 17950 50 11270

17 17074 51 11585

18 15712 52 10167

19 17604 53 11572

20 17329 54 10636

21 19715 55 12137

22 15125 56 9465

23 19152 57 10729

24 16800 58 11833

25 13904 59 8886

26 14391 60 16869

27 15479 61 11098

28 12721 62 13521



29 19329 63 17698

30 18194 64 14260

31 12534 65 21588

32 12482 66 14972

33 11171 67 18803

34 19843 Total 970973

As per Existing Sewerage master plan the sewerage network is partially covering the project

area catchment. The sewerage network covers 21km which is 61% of the total road length of

34.2km present inside this Tolankere catchment area.

Under AMRUT Scheme one decentralized STP of 1MLD capacity is proposed near the

Tolankere Lake as shown in the Figure 6. Hence the Sewerage collected from Zone 1 of

Tolankere catchment can be diverted to this Proposed STP for necessary treatment and the

treated waste water can be utilized to rejuvenate the pond. Earlier which was being conveyed

and treated at the Gabbur STP, which is located at Gabbur village around 20kms away from the

Sewerage generation point (this Tolankere command area).

Figure 6: Proposed STP under AMPRUT scheme

3.3 Past/Ongoing Projects and Proposals

It is said that, the Tolankere Lake, situated between Gokul road and Vidyanagar of about 19.76

acres, used to have migratory birds making it an environmental sensitive area. Now, due to

lack of facilities and poor maintenance of the pond area, the migration of the birds is found to

be missing. To rejuvenate this water body (interms of desilting, boundary walls and garden



development) and to bring back its original glory, Redevelopment of this lake is under progress

with separate funds by HDMC; 3.45 crore from MLA funds and Rs.100 crore grant from the

government.

Tourism department has plans to work on the bird sanctuary project here. To attract birds, an

island is intended to be created. Hubballi Dharwad Urban Development Authority is

association with HDMC intend to develop the lake. An amusement park for children with

boating is part of the plan.

One 1MLD STP with tertiary treatment facilities is intended to be constructed to arrest the

waste water flow into the pond under AMRUT scheme.

3.4 Existing Sewerage System Analysis

The condition of the existing sewerage system of the Tolankere lake are as follows -

As per Sewerage master plan for entire Hubli Dharwad Municipal Corporation, the

existing sewerage network was prepared by KUIDFC during 2005. The construction was

completed 5 years back.

The existing sewer network system doesn‟t cover the entire Tolankere lake catchment

area of road length of 34.2km. It only covers 21km which is just 61% of the total road

length.

The Sewer manholes nearby to the lake are not in good condition hence may allow waste

water to flow into the lake.

Presently, as there are no existing STP in Tolankere command area and due to non-

availability of complete UGD system in the command area; waste water is getting mixed

with the Storm water drain and ultimately finding its way into Tolankere lake by gravity.

The Tolankere lake was polluted due to the intrusion of sewerage but from last 2-3 years

irs completely dried up.

There is no Existing STP near the Tolankere command area and the sewerage from this

area is presently treated at Gabbur STP.

There is a proposal for construction of one MLD STP in the lake area under AMRUT

scheme.

During rainy seasons, the lake overflows through the waste weir provided in the pond

which ultimately leads to the road side drains shown in the Figure 7.



Figure 7: Out flow from Tolankere lake to Road side Drains

3.5 Conclusion

As the existing sewer network system doesn‟t cover the entire Tolankere area in an effective

way, it is required to develop a comprehensive sewerage system.

The Proposed STP under AMRUT scheme of 1 MLD capacity near Tolankere Lake can be

utilized to treat wastewater which can serve dual purpose:

The Lake will always have continuous supply of water from the treated waste water of the STP

even during the non rainy season, which can allow the recreational activity in terms of boating

implementation ( to aid the tourism department plan) in the pond area and triggering the

ground water improvement.

The cost factor can be reduced as the sewerage is treated in the 1 MLD STP and it does not

have to be conveyed till Gabbur STP which is located at a distance of 20km from the project

site by avoiding the large Sewer sections.



4. Project

4.1 Project Components

The Tolankere Lake is one of second largest lake after Unkal lake in Hubballi Dharwad. The

Project components for the Underground Drainage System for Tolankere lake is the

development of UGD system in terms of the Sewerage network and Decentralized STP meeting

the requirements.

4.2 Site Description

The Tolankere Lake is situated in Vivekananda Nagar and spreads over an area of 23 acres. It is

known as the second biggest lake of Hubballi after Unkal lake. It is surrounded by

Ramalingeshwar Nagar, Laxmi Nagar and Renuka Nagar on its boundaries. It is located at a

distance of 3.5 km from Hubbali- Dharwad Airport and at a distance of only 1 km from Gokul

Road. The Tolankere catchment area for which the complete underground drainage is to be

done spreads over of an area of 176.8 Ha which comprises of ABD area of 78.8 Ha and non ABD

area of 98 Ha as shown in the Figure 8.

Figure 8: Project Location



4.3 Site topography

The site topography is in such a way that Gokul road forms a ridge line and the site slopes on

both directions of the Gokul Road. From the area of Akshay Park Bus stop, the whole area slopes

towards Tolankere lake including Basaweshar Nagar and Ramalingeshwar Nagar. The whole

area of the South-east of Airport along with Renuka Nagar, Saraswati Pura and Central Excise

Colony slopes towards Tolenkere Lake. The overall drainage pattern of this area is from west to

east. The elevation varies from 647 to 620 m.

4.4 Site Reconnaissance

The consultant team has carried out reconnaissance survey in the Tolankere lake area of ABD

area. Drain mixed with waste water flows into the lake. The manholes nearby to the lake are in

worn-out condition, hence allowing waste water to flow into the lake.

The complete information on the existing system has been provided in the existing system

chapter. The efficiency in the existing system has been suitably analysed and necessary planning

has been made accordingly to make this project more viable in terms of the people‟s acceptance.

4.5 Alternative studies for the Project

Based on the discussion with the concerned authorities, the following feasible options have been

analysed for the implementation of Sewerage system in Tolankere catchment area;

Table 5: Feasibility Options for Sewerage System for the Tolankere Lake area

Option 1: With Existing

Sewer system plans-no

improvement for missing

links

Option 2: With Existing Sewer

system plans and improvement

plans for missing links

Option 3: completely new

UGD system for entire

catchment area

The Existing Sewerage

System remains the

same.

Sub mains, mains and

trunk main are

connected to the 40

MLD STP in Hubballi

City- Gabur

(commissioned in April

2015)- NKUSIP

Additional missing links

to be planned by

The existing Sewerage System

to be retained in as is condition.

To provide sewerage system for

upstream area of Tolankere

lake- adding missing links and

linking to the Proposed STP

under smart city project.

Designing of Overall

Sewerage network of the

catchment area leading to

Tolankere lake

Entire Catchment area

UGD system to be

implemented under Smart

city project.



KUWSDB / HDMC with

separate funds for

execution- No project

component to be

undertaken from Smart

city.

Advantage:

No Cost Required for

the construction of

collection mains or

Treatment plant.

Advantage:

It will help in preventing the

mixing of sewage water into the

lake.

The tertiary treated water can

be routed back into the lake or

for gardening of the park.

The overall sustainable Lake

development can be achieved.

It will attract people to the

Tolankere lake

As the sewer systems are

executed recently; it is assumed

that, the pipes are in good

condition and are executed as

per the relevant standards.

Advantage:

There is no hassle of

studying the existing

condition of Sewerage

system, for retaining mains

and sub mains which are

serving the purpose.

Disadvantage:

Upstream of Tolankere

is not having proper

sewer network, hence

sewerage may drain into

lake through drainage

system and degrade the

improvements planned

under smart city project.

Tolankere Lake may still

be polluted. Overall

sustainable

development of the Lake

cannot be achieved.

Disadvantage:

The project may fail if the pipes

are not executed as per the

design and are the materials are

not in good condition.

Disadvantage:

Discarding the whole

existing network increases

the project cost which can

be economical setback.



From the Table 5, it is clear that Option 2 is most feasible (technically and economically) among

all the other alternatives. As the UGD systems have been executed recently; based on the

discussions with the concerned authorities, it is assumed that; the execution has been carried

out as per the relevant designs and materials used are of the required standards as per the

relevant codes with quality execution. Hence, the existing system which was completed around

5 years before is proposed to be integrated in the further planning process.

4.6 Rainfall Analysis

4.6.1 Depth-Duration of Rainfall

Rainfall analysis is necessary to determine the magnitude of peak flow in the drains. The

intensity of rainfall decreases with duration. The critical duration of rainfall is that which

produces maximum runoff. This duration is equal to the time of concentration; since shorter

periods do not allow the whole area to contribute water and longer duration will give smaller

rainfall intensity.

Historic records of rainfall as required by the hydrologist are seldom available. With the

available data, one must estimate intensity, duration and frequency of storms. For Hubbali-

Dharwad City, the hourly rainfall data is not available. Recorded daily rainfall data since 1999

to 2016 from District Statistical Officer, Dharwad has been collected and has been presented in

Annexure-3. This data has been used for developing intensity-duration values for the desired

return period.

The Table 6 below shows the rainfall intensities obtained from the above method. The IDF

curve for different return period for both shorter and longer durations is provided in Table 6.

Table 6: Intensity of rainfall for different time duration

Intensity Duration Frequency curves for Hubblli -Dharwad City

Intensities in mm / hr

t in

"min"

3-

month

6-

months

1-Yr 2-Yr 5-Yr 10-Yr 50-Yr 100-yr

5 64.46 78.71 96.10 117.33 152.76 186.51 296.49 362.00

10 40.80 49.81 60.82 74.25 96.68 118.04 187.64 229.10

15 31.22 38.12 46.54 56.82 73.98 90.32 143.58 175.31

20 25.82 31.52 38.49 46.99 61.19 74.70 118.75 144.99

25 22.28 27.21 33.22 40.56 52.81 64.47 102.49 125.14

30 19.76 24.12 29.45 35.96 46.82 57.16 90.87 110.95

35 17.85 21.79 26.60 32.48 42.29 51.63 82.08 100.22



40 16.34 19.95 24.36 29.74 38.72 47.28 75.16 91.76

45 15.12 18.46 22.54 27.52 35.83 43.74 69.54 84.90

50 14.10 17.22 21.02 25.67 33.42 40.80 64.86 79.20

55 13.24 16.17 19.74 24.10 31.38 38.32 60.91 74.37

60 12.50 15.27 18.64 22.76 29.63 36.18 57.51 70.22

80 10.34 12.63 15.42 18.82 24.51 29.92 47.57 58.07

100 8.93 10.90 13.31 16.25 21.15 25.82 41.05 50.12

120 7.91 9.66 11.80 14.40 18.75 22.90 36.40 44.44

Figure 9: Intensity Duration Frequency Curves For Hubli Darwad city

4.6.2 Time of Concentration

Time of concentration is the time for the storm / rain water to flow over the ground surface and

reach the point under consideration from the extreme point of the drainage basin. Time of

concentration (tc) is equal to the inlet time (t) plus the time of flow in drain (td). The time of

inlet depends on the distance between the farthest point in the catchment area / drainage basin

from the collection point / inlet, shape and characteristics of the drainage area and topography

of the basin.

The inlet time or the time of overland flow (t) is difficult to estimate because it depends on the

drainage area characteristics. The empirical formula, which will be used to compute inlet time,

is;

t = 0.0195 L0.77 S-0.382 (Kirpich Formula)



Where,

t - Overland flow time in minutes

S - Slope

L - The maximum distance of travel of water along the watercourse in meter.

Table 7: Time of Concentration

Length of Farthest Point “L” (m) for the HDMC area

catchment

1540

Slope for the HDMC catchment “S” 0.02142

Time of Concentration “t”(min) 25

As per IDF Curve (Figure 20)

Rainfall Intensity mm/Hr 52.8

4.6.3 Co-efficient of Runoff

Co-efficient of runoff depends on the type of the basin and the quantum of rain/storm water,

which flows on the land and reaches the drain; this depends on the shape, size, slope and

imperviousness of the drainage area and also the duration of storm. Imperviousness of the

drainage area depends on the land use of that area; the land use could be classified as

residential/commercial/ or industrial, open spaces & grounds, gardens & parks etc.

Once the total contributory area for each section of the drain gets identified, percentage of the

above mentioned areas contributing the flows would be worked out and a weighted average /

composite coefficient of runoff would be arrived at.

For calculating the runoff coefficient, Land use map of the HDMC area will be used. The runoff

co-efficient, which will be used in the computation of weighted average runoff coefficient for

different sub catchments having different land-use, is provided in the Table 8.

Table 8: Co-Efficient of Runoff for Various Surfaces

Type of Drainage Area Coefficient of Runoff, ‘C’

as per manual

Adopted C

value

Residential

Single family areas

Multi units, detached

Multi units attached

Suburban / semi-rural

Apartment dwelling areas

0.30 – 0.50

0.40 – 0.60

0.60 – 0.75

0.25 – 0.40

0.50 – 0.70

0.55



Type of Drainage Area Coefficient of Runoff, ‘C’

as per manual

Adopted C

value

Industrial

Light industry

Heavy industry

0.50 – 0.80

0.60 – 0.90

0.80

Parks, cemeteries, woodlands,

green belt

0.10 – 0.25 0.20

Playgrounds 0.20 – 0.35 0.30

Streets

Asphalt

Concrete

Brick/stone

Driveways and walks

0.70 – 0.95

0.80 – 0.95

0.70 – 0.85

0.70 – 0.85

0.80

Lawns and open areas

- Sandy soil, flat 2%

- Sandy soil, avg. 2%-7%

- Sandy soil, steep, 7%+

- Heavy soil, flat, 2%

- Heavy soil, avg., 2-7%

- Heavy soil, steep, 7%+

0.05 – 0.10

0.10 – 0.15

0.15 – 0.20

0.13 – 0.17

0.18 – 0.22

0.25 – 0.35

0.20

(Source: Surface drainage design Manual, US department of Transportation)

4.6.4 Co-efficient of Runoff adopted for Tolankere Catchment

The Runoff Co-efficient for the HDMC catchment is calculated for Qafter & Q before as shown

in the Table 9.

Table 9: Co-efficient of Runoff

Estimation of C value for Qafter & Q before

Types of

Drainage Area

Coeffice

nt of

Runoff

Area in

Hectares

Equivalant

Catchment

Area (2)x(3)

Area

in %

Remarks

1 2 3 4 5

Roof Catchment

with down pipes

to drains

0.95 48.62 29.172 20.00 20% of total area is

assumed



Lightly covered

/cultivated and

loamy +

Gravelly soils

0.4 13.26 11.934 45.00 45% of total area is

estimated

Litely covered

with pavements,

waking tracks &

bare soil etc

0.6 48.62 29.172 27.50 27.5% of total area is

estimated

Aspheltic

Pavement

0.9 13.26 11.934 7.50 7.5% of total area is

assumed on the

available data

Total

176.8 106.522

100.0

0

Average C for

Qafter

0.60 weighted average

C for Q before 0.30 Maximum

The rainfall intensity of Tolankere lake catchment area is calculated in Table 9 as 52.8mm/hr

from Kirpich formula and IDF curve. Considering before development, the runoff generated

within HDMC main office campus area is about 7.78m3/s whereas after development the runoff

generated is 15.56m3/s. Hence there is 7.78m3/s excess runoff generated within the project area

as shown in the Table 10.

Table 10: Runoff details of HDMC

Rainfall intensity (mm/hr) 52.8

Plot Area of HDMC 176.8 Ha

Q Before Q After

Runoff Coefficient 0.3 0.6

Total Volume of runoff (m3/s) 7.779 15.558

Excess Runoff After Development (m3/s) 7.78

Time of Concentration (min) 25

Excess Volume of runoff which can be stored (m3) 11670

Excess Volume of Runoff which can be stored (ML) 11.67



The Tolankere Lake spreads over 8 hectares of area out of which 6.24 Ha forms the water

holding area. Balance area is covered by park and vacant land along the west side of the lake.

The total water holding capacity of the lake, assuming 3m depth is found to be

= 6.24Ha x 2M = 187ML say 200 ML

From the rainfall data of 1999 to 2016, the number of rainy days are obtained which is provided

in the Table 11.

Table 11: Details of Rainy Days

Table 12: Details of Excess Runoff which can be stored

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

No of 4 4 22 108 138 320 382 359 251 158 50 6

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

1999 0 1 0 3 15 19 20 17 6 18 0 0

2000 2 0 0 5 8 13 16 21 12 11 0 1

2001 0 0 0 7 5 18 21 22 8 7 1 0

2002 0 2 0 8 7 23 18 21 11 13 0 0

2003 0 0 2 7 1 18 18 14 10 12 1 0

2004 0 0 0 9 13 18 16 22 13 3 2 0

2005 1 0 0 11 6 18 21 24 24 12 1 0

2006 0 0 1 3 13 20 30 20 16 6 5 0

2007 0 0 2 8 6 17 21 22 18 10 2 0

2008 0 0 8 6 2 22 16 19 14 7 4 0

2009 0 0 4 4 6 12 29 17 19 6 6 3

2010 1 0 0 6 7 13 21 16 18 14 11 0

2011 0 1 0 9 6 23 24 25 12 10 2 0

2012 0 0 0 7 1 13 20 18 15 6 7 1

2013 0 0 1 2 10 23 28 21 17 6 2 0

2014 0 0 1 6 13 13 23 23 18 9 3 1

2015 0 0 3 3 12 19 16 13 7 5 2 0

2016 0 0 0 4 7 18 24 24 13 3 1 0

No of

rainy

days

4 4 22 108 138 320 382 359 251 158 50 6



rainy days

Average of

rainy days

(consideri

ng past 18

years

data)

0.2

2

0.2

2

1.22 6.0

0

7.67 17.78 21.22 19.94 13.94 8.78 2.78 0.3

3

Excess

Volume of

Runoff

which can

be stored

(ML)

2.5

9

2.5

9

14.2

6

70.

02

89.4

7

207.4

7

247.6

6

232.7

5

162.7

3

102.4

4

32.4

2

3.8

9

Table 13: Details of Evaporational and Percolation losses

Evaporational losses 6.26 mm/day

NICRA report, Pg 26,

Table 3 (for bellary) 0.1878 m/month

Percolation losses 30 L/m2/day IS : 2470 (part 2)- 1985

,Page 8, Fig 1 0.9099 m/month

From the Table 12, it is clear that the excess runoff from the Tolankere lake catchment which

can be collected and stored in the Tolankere lake is not sufficient throughout the year. Also

Considering the Evaporation and Filtration losses provided in Table 13, the lake will be dried up

from the month of November to March.

Hence by providing tertiary treated wastewater from the proposed STP under AMRUT scheme

(near the Tolankere lake) to the Tolankere lake will be sufficient to meet the losses occurring in

the Tolankere Lake. It can be ensured that the Tolankere Lake can be filled with water

throughout the year ; and hence can be used for any Water recreational activity.

The remaining treated waste water from the proposed STP can be conveyed to the Industrial

area nearby the Tolankere catchment area. Hence, this can be treated as a separate project.

4.7 Population Projection

The past census data for HDMC Corporation in last 5 decades has been collected from the

relevant authorities and have been provided in Table 14:



Table 14: Census data- HDMC (1971-2011)

Year Population as per census

1971 379166

1981 527108

1991 648298

2001 786018

2011 943788

As the project is of small magnitude (with about 12 KM of sewer system and 1.5 MLD STP;

which can be executed in 1 year construction period; with tender process completed by this

year-end), it is assumed that, the execution of this work is expected to be completed by 2018;

hence, for design purpose, 2018 is considered as base year and 2033 and 2048 is taken as the

intermediate year and ultimate year respectively. The projections are carried out using various

techniques are provided in the Table 15 and shown in Figure 10.

Table 15: Population Projections for HDMC

Sl.

No

Method Population

Base

Year (2018 )

Intermediate

Year (2033 )

Ultimate

Year (2048 )

1. Arithmetic Increase 1042597 1240215 1466064

2. Incremental Increase 1044547 1250878 1494549

3. Geometric Increase 1102537 1504632 2146637

4. Graphical (Linear) 1031678 1226019 1448124

5. Graphical (Polynomial) 1045351 1264299 1526932

6. Graphical (Exponential) 1140987 1557642 2223143

7. Declining Growth Rate 1069234 1372362 1825366



Figure 10: Graphical Representation of population projection for HDMC

From the above results it can be seen that the projections by arithmetic and incremental

increase methods result into lower values. The results obtained for the geometric increase

method has given higher values. The values obtained by Graphical method have given moderate

projection.

In view of the above, the population projection by Graphical polynomial Method appears to be

most appropriate and is considered for estimation of water demand. It is observed that above

population projections are in line with the projections carried out for NKUSIP project carried

for Sewer system system and the same has been adopted for up-scaling of 24x7 water supply

system Report prepared during 2010 for HDMC area. Hence, Graphical method has been

adopted. The population projection for the ABD area and Tolankere command area are

provided in Table 16.

Table 16: Summary of population data for Project area and ABD area derived from total projected HDMC

population

Base Year

2018

Intermediate year

2033

Ultimate Year

2048

HDMC 10,44,547 1250878 14,94,549

ABD area 1,17,173 137597 1,64,401

Tolankere Command area 19319 22687 27106



4.8 Proposed sewerage system

Balance Sewerage network of 12.0 Km is proposed to cover the entire Tolankere command area

along with existing network of 21km (Zone 1 of Sewage Master Plan) of ward no 35 so that

sewerage can be collected in an integrated manner and conveyed to proposed STP for the

treatment before discharging into Tolankere Lake. The Proposed network covers the entire

tolankere lake catchment which is outside the ABD area too.

Table 17: Summary of Waste water generated in Tolankere command area

Year Base year

2018

Intermediate

year 2033

Ultimate year

2048

Population 19319 22687 27106

Per Capita Supply of Water

(lpcd)

135 135 135

Sewerage Generated (MLD)-

80% of water supply

2.086 2.45 2.93

Infiltration (10%) 0.2086 0.25 0.29

Total Sewerage Generated

(MLD)

2.30 2.70 3.22

The Sewerage generated for base year, Intermediate year and ultimate year are 2.30MLD,

2.7MLD and 3.2 MLD respectively as shown in the Table 17. Since there is already a proposal for

construction of decentralized STP of 1 MLD under AMRUT scheme near the Tolankere as

discussed in the Existing System chapter, it is suggest to increase the STP capacity to additional

1.5MLD (to the proposed 1 MLD STP under AMRUT scheme) to serve the demand for the

Intermediate year (with 10% of overloading on the existing STP).

The existing sewer networks and that of the proposed sewer networks in Tolankere catchment

area is shown in Figure 11.



Figure 11: Proposed Sewerage network

The wastewater generated from the proposed STP can be treated completely and the treated

waste water can be disposed off safely into the lake.

4.8.1. Design approach for proposed sewerage zone

The sewerage system is designed using Bentley Sewer GEMS V8i version software. The sewage

from the individual Houses will be collected and conveyed to STP site by gravity. The capacities

of proposed STP are finalized based on the flows expected.

In the proposed system, laterals are proposed along the roads to collect sewage from Individual

houses and it is connected to branch sewers. Branch sewers are joined to trunk sewers and

finally to trunk main.

The circular manholes are proposed at all the junctions, change of diameters, and change in pipe

gradients and on straight run of sewer at 30m interval for proposed sewer network pipes of

lesser diameter of 200mm. Drop manholes are proposed where the difference between invert

level of lateral / branch sewer and maximum water level (at design peak flows) of main sewer is

more than 600mm.

The system has been checked and tried to maintain minimum self cleansing velocity. Where ever

the velocity is less than the self-cleansing velocity, flushing will be considered as per the

CPHEEO manual.



The design approach planned to be adopted for the Sewer system designs is provided in

Annexure -1. The availability of mechanical cleaning systems for sewer network is being

discussed with the corporation; and is available with them.

4.8.2. Sewage treatment plant

The treatment process will be basically Sequential Batch Reactor (SBR). One STP of 1MLD

capacity is already being proposed under the AMRUT scheme near Tolankere Lake area as

shown in the figure 8. Hence the additional capacity will be added (with same SBR technology-

STP) to the same STP for the tolankere command area as per the design criteria of the

Intermediate year, 2033 as provided in the Table 18. The STP selection process adopted for the

proposed works are provided as Annexure -2.

Table 18: Details of STP- proposed

Sl no STP Location Zone name Capacity in MLD

Area

required

including

pump house

(Sqm)

1 STP-1 Near

Tolankere

lake

Zone 1

(as per the

existing

Sewerage

system)

2.50 MLD

(Proposed 1.5MLD under

this Smart city project and

proposed 1 MLD under

AMRUT) ; Combined STP is

planned in view of cost

economics in terms of land

required, Capital cost and

O&M expenses

3400

The hydraulics of the plant shall be designed in such a way that the flow from inlet chamber to

the chlorination point is by gravity. The following are the unit operations and processes

required.

Terminal Sewage Pumping Station

Inlet Chamber

Screening

De-gritting

Flow measurement

De-nitrification of Wastewater



Aeration/SBR Basin with De-canting mechanism.

Chlorination System

Sludge recirculation

Sludge Sump & Dewatering using Centrifuges

Tertiary Treatment – Sand Filter & Activated Carbon Filter

UV Disinfection/ Chlorination

Treated Water Storage Tank

4.8.3. Salient features of collection system

The natural ground slopes towards the Tolankere Lake. The sewer lines are planned along the

direction of natural ground slope as far as possible. Total length of sewers proposed for collection

system is around 12.2km and including the existing network, the total sewer lines of Tolankere

command is about of 33.8Km.

4.8.4. Design Capacities of STP/ SPS

The Sewage Treatment Plant is proposed to be constructed for the Average Flow. The proposed

STP will have an additional capacity of 1.5 MLD and including the 1 MLD proposed STP under

AMRUT scheme; the total capacity of the STP proposed is about 2.5MLD. The capacities of STP

are provided in Table 19. To pump the water to the proposed STP‟s terminal Sewage pumping

stations are proposed and to pump the treated tertiary water to the lake, a tertiary treated water

pumping station is proposed in the same STP locations. The capacity of these pumping stations

proposed (civil works will be designed for ultimate STP capacity of 3.5MLD and

electromechanical works for intermediate demand of yr 2033- 2.50MLD) are provided in the

Table 20.

Table 19: Capacities of STP

Sl No STP Name Location Capacity in MLD

1 STP – proposed under Smart

city scheme

Near Tolankere lake 1.50

2 STP – proposed under Amrut

scheme

Near Tolankere lake 1.00

Total capacity- to be combined and constructed at Tolankere lake 2.50MLD

Table 20: Capacities of SPS

Sl No SPS Name Location Capacity in MLD

1 Terminal Sewage Pump

station

Adjacent to STP 2.50



2 Treated Tertiary water Pump

Station

Adjacent to STP 2.50

4.9 Stakeholder Interactions

The stakeholders involved in the process of Underground Drainage System are identified in the

Table 21.

Table 21: Agencies involved in the project

Agencies Description

HDMC (Hubballi

Dharwad Municipal

Corporation

Hubli-Dharwad Municipal Corporation is the Municipal

Corporation responsible for the civic infrastructure and

administration of the twin cities of Hubballi and Dharwad.

HDUDA (Hubballi

Dharwad Urban

Development

Authority)

This department is responsible for all the Urban development

work for Hubballi Dharwad

Citizens The public in general, is the user of the Lake; nearby Residents

Environmental

Groups and SHG‟s

Environmental groups are a representative of the surrounding

flora and fauna, which is important to maintain the ecological

balance.

KUWSDB As KUWSDB is implementing the Water supply and Sewage

system in HDMC area

KUIDFC As KUIDFC is working as a nodal agency ( on behalf of GoK) in

implementing the Water supply and Sewage system in HDMC

area

4.10 Best Case Studies for similar projects in India/World

4.11.1. Bhoj Wetland Project

The Bhoj Wetland Project was aimed to conserve and manage urban lake water quality of

Bhopal. The State Government of Madhya Pradesh initiated the project in Bhopal for improving

the ecological status of two important lakes (Upper and Lower) with a 361 sq. km of catchment

area.

The Major Project initiatives under Bhoj Wetland were the diversion of sewage inflow from the

urban catchment. Sewerage was the major cause of pollution and water quality deterioration of



both lakes with 14 drains carrying 15 million litres/day of sewerage into the Upper lake and 28

drains carrying 50 million litres/day into the lower lake.

Approximately 40% of the water supply to the city of Bhopal comes from the Upper lake. This

initiative was taken to preserve this lake from being polluted and supply safe drinking water to

the residents of Bhopal. The Diversion of Domestic sewage was a major step towards saving the

lake under Bhoj Wetland Project.

The State Government of Madhya Pradesh implemented an integrated project called Bhoj

Wetland for the conservation & management of Upper & Lower lakes of Bhopal through a

Project Directorate directly controlled by the State housing and Environment Department.

The State Public health Engineering department was primarily responsible for the O&M of the

Project budget allocated by state government. To ensure speedy disposal the state cabinet

delegated its financial powers to an empowered committee under the chairmanship of the chief

secretary of the State Government. The programme included sewage diversion, treatment, and

disposal of sewage outside the lake catchment area.

4.11 Referenced Studies and Surveys

The following documents were collected from the concerned department for studies

Existing Sewerage System data from the DPR prepared under North Karnataka Urban

Sector Investment Program (Tranche 2) for Hubli-Dharwad,

City Sanitation Plan for Hubli Dharwad.

24X7 water supply report prepared by TCE during 2010.

Rest of the data was collected from site visits as well as consultation with HDMC officials etc.

4.12 SWOT Analysis

SWOT analysis carried out for the UGD system is provided in Table 22.

Table 22: SWOT analysis

Strengths

24x7 water supply implementation in

entire HDMC area

Availability of Sewerage Master plan for

entire area ; ongoing sewage schemes

implementation; 50% of the area already

covered.

As per Sewerage master plan for entire

Hubli Dharwad Municipal Corporation,

the existing sewerage network was

Weaknesses

The construction of new sewerage network

of 12km and increasing the capacity of

proposed STP will increase the cost of the

Project.

Lack of awareness of the local residents on

the hygiene conditions advantages



prepared by KUIDFC during 2005. The

construction was completed 5 years back.

High level of Literacy rate

Opportunities

It will help in preventing the mixing of

sewage water into the lake and pollute the

Tolankere Lake.

The quality of life is better by providing

proper sanitation facilities.

The tertiary treated water can be routed

back into the lake which can help in the

recreational activities in the pond area for

boating and groundwater recharge.

The Location for proposed STP (under

AMRUT scheme) is already being

finalized near the lake

It will attract people to the Tolankere lake

when there is a pleasant scenario without

the foul smell and polluted lake water.

Annual lake festival, sound and light show

and other public gatherings can be

conducted.

A developed lake is an ideal location for

holding environmental conferences and

probably even other environment or

nature related symposiums.

Threats

Construction of STP near the lake area,

may affect the tourist visiting the

Tolankere lake if not maintained properly

Co-ordination issues if not synchronized

with AMRUT projects

Interdependences of many Govt

organization

If the houses are not connected to the

Sewer system service connections to be

made



5. Project Financials

5.1 Cost Assumptions

Installation cost termed as cost of a sewerage scheme is mainly the sum of cost of sewer network

(pipe and laying and jointing), manholes, lift stations if any, pumping main and sewage

treatment plant including the tertiary treatment facilities.

Sewage House service cost has not been considered. It has been discussed with the client during

the concept plan, this is to be implemented under the on-going AMRUT schemes.

STP cost / MLD with tertiary treatment facilities- 2crores / MLD ( as per the similar projects

executed in the region)

Sewer network cost / KM- 50Laks / KM ( as per the similar projects executed in the region)

5.2 Project Costing

The Project costing for the Underground drainage system for the Tolankere command area

includes the laying of sewer pipes for the proposed stretch of 12kms and the construction of

proposed STP of 1.5MLD. The total project cost is estimated to be 9Crores as shown in the Table

23.

Table 23: Project Costing

Sl.

No

Item Unit Cost

(Lakhs)

Nos. Total Cost

(Lakhs)

1 Decentralized STP of 1.5 MLD Capacity

along with Terminal Pumping Station and

Treated water Pumping Station (@ 2

Crores / MLD)

300 1 300

2 Sewerage Network per Km 50 12 600

Total cost 900

The operations and maintenance cost would depend on the facilities built, the required level of

O&M activities. However, at the feasibility stage, based on the analysis carried out, the O&M

cost components is estimated based on the similar projects executed elsewhere as provided in

the Table 24; however, detailed O&M activities will be worked out during the DPR stages.



Table 24: Operations and Maintenance Expenses

Sl. No Components Cost ( Lakhs)

1 STP ( @6 % of the capital cost) 18

2 Sewerage Network ( @1 % of the capital cost) 6

Total O & M expenses 24



6. Statutory and Legal Framework

6.1 Legal & Regulatory Framework

As per the Constitution of India (Item No. 5 & 6 of the 12th Schedule of Article 243 W), Water

supply and Sanitation is a State subject. Presently there are no separate regulations/ guidelines

for safe handling, transport and disposal of wastewater in the country.

74th Constitution Amendment Act 1992, provides a framework and devolves upon the Urban

local bodies for providing Water supply and Sanitation facilities in urban areas.

The existing policies for regulating wastewater management are based on certain environmental

laws and certain policies and legal provisions like

Water Prevention and Control of Pollution Rules, 1975

National Environment Policy, 2006

National Sanitation Policy, 2008

Hazardous waste (Management and Handling) Rules, 1989

Municipalities Act; District Municipalities Act etc

Water (prevention and control of pollution) act, 1974, and its amendments: The

purpose of this Act is “to provide for the prevention and control of water pollution and the

maintenance or restoring wholesomeness of water for the establishment. The Act specifically

prohibits „any poisonous, noxious or polluting matter‟ into any stream or well. Consent from the

State Board is required for issues of any type of discharge into any new stream or well

In general, this means that a State consent or permit is required for all types of intake and/or

discharge of any type of liquid or water either from a running stream or from a well. Under these

rules, “effluent standards to be complied with by persons while causing discharge of sewage or

sullage or both” have been specified.

Functions of the Central Board: Subject to the provisions of this Act, the main functions of the

Central Board shall be (a) to promote cleanliness of streams and wells in different areas of the

States. (b) In particular and without prejudice to the generality of the foregoing function, the

Central Board may perform all or any of the following functions, namely, advise the Central

Government on any matter concerning the prevention and control of water pollution;

Functions of the State Board: Subject to the provisions of this Act, the functions of a State Board

shall be (a) to plan a comprehensive programme for the prevention, control or abatement of

pollution of streams and wells in the State and to secure the execution thereof, (b) to advise the

State Government on any matter concerning the prevention, control or abatement of water

pollution, (c) to collect and disseminate information relating to water pollution and the



prevention, control or abatement thereof, (d) to encourage, conduct and participate in

investigations and research relating to problems of water pollution and prevention control.

Environment (protection) act, 1986 The provisions of this Act, passed in 1986, have

strengthened the enforcement of the Water Act, 1974. The Act was enacted to “provide for the

protection and improvement of environment and for matters connected therewith.” This act

defined the environment, which includes “water, air, and land and the inter-relationship which

exists among and between “water, air, land, human beings, other living creatures, plants, micro-

organisms and property”.

Important points of the Act that are more relevant to sewerage and sanitation are as follows:

The Act empowers the Centre to take all such measures, as it deems necessary or expedient for

the purpose of protecting and improving the quality of the environment and preventing,

controlling and abating environmental pollution.

The Central Government has the power of entry for examination, testing of equipment and other

purpose and power to take samples of air, water, soil or any other substance from any place for

analysis to ensure compliance with the Act.

The Act explicitly prohibits discharge of pollutants in excess of prescribed standards and

prohibits handling of hazardous substances except in compliance with regulatory procedures

and discharges.

Persons responsible for discharge of pollutants in excess of prescribed standards must prevent

or mitigate the pollution on a continual basis and must report the discharge to government

authorities at pre-determined time intervals.

The Act empowers the central government to establish standards for the quality of the

environment in its various aspects, including maximum allowable concentration of various

environmental pollutants (including noise) for different areas. These standards could be based

on ambient levels of pollutants‟ sufficiently low to protect the public health and welfare.

Penalties for contravention are specified.



7. Indicative Environmental &

Social Impacts 7.1 Introduction

In this Chapter potential impacts on the environment from the proposed activity in the project

location are identified based on the nature and extent of various activities associated during

construction and after completion of the project. The proposed expansion activities will have

impact of varying magnitude on environmental components both beneficial (positive) and

adverse (negative) impacts. Both these beneficial (positive) and adverse (negative) impacts are

considered for the impact prediction studies. The details of impact prediction and assessment

are given in this chapter.

7.2 Air quality

Impacts during Construction for proposed project

The potential ambient air quality impacts arising from the proposed project would occur mainly

during construction phase. During construction, the project would have two major impacts on

ambient air quality due to an increase in gaseous emissions by construction equipments and

vehicles, and an increase in dust by construction activities. Earth excavation work, foundation

work, superstructure work, material storage, transportation and handling of construction

materials, are the major factors that would produce a temporary, localized increase in SPM and

RPM levels. The increased movement of heavy vehicles carrying construction materials,

operation of DG sets as standby power back up system would generate gaseous emissions.

However as DG sets are used as standby, the impacts are insignificant.

Impacts during Operation

The Structures at the project site would be expected to have no negative impact on air quality

during their normal operation. If the operation is interrupted in the STP or in underground

drainage that can lead to choking and foul smell from STP will spread in the surrounding

environment.

Mitigation Measures

The impact on the air quality due to the operation of construction machineries in the site is

found to be significant. However, the negative impacts created as a result of movement of

vehicles used during construction of proposed system needs critical attention. For mitigation of

these impacts following measures are suggested:



Idling of delivery trucks or other equipment should not be permitted during loading and

unloading

All construction vehicles should comply with air emission standards and be maintained

properly.

A DG set back facilities shall be provided to address the power failure issues if any.

7.3 Noise quality

The potential source of noise associated in the proposed sewerage network and proposed STP

includes the excavation, laying of pipe lines, movement of vehicles involved in transportation

and excavation transporting construction material, etc. Therefore, properly maintained

machines and equipments should be used to minimize the impact of noise on the surrounding

environment.

Impacts during Construction

Construction activities normally result in temporary and short duration increases in noise

levels. The main sources of noise during construction period include movement of vehicles for

loading and unloading of construction materials, fabrication, handling of equipment and

materials, operation of concrete mixing plants, generators etc. The areas affected are those close

to the site.

Under the worst case scenario, considered for prediction of noise levels during construction

phase, it has been assumed that all these equipments generate noise from a common point at an

average noise level of 85 dB.

Impacts during Operation

The proposed structure at the project site is not expected to have an impact on Noise during

their normal operation.

Mitigation Measures

Restriction on the usage of noise generating activities and traffic movement in the Residential

areas to day light hours to avoid high noise and sleep disturbance to residents during

construction phase.

Generator sets should be provided with noise shields around them.

Vehicles used for transportation of construction material should be well maintained.

7.4 Water quality

The proposed project will cause minimal effect on the water quality. The treated wastewater

from the STP will be disposed off into the Tolankere lake safely.



During operational phase, wastewater generated by the structure will be routed to the nearby

underground sewer. Since the wastes are not let on to the land, the pollution of ground water by

percolation of waste water is eliminated. The sewage water is treated upto the tertiary level and

hence there is a positive long term improvement of ground water.

Mitigation Measures

Discharge of wastes during operation will be treated in the proposed STP as per requirement

hence, the water quality issues can be mitigated.

7.5 Land environment

The environmental impacts on land environment have been classified primarily into two

aspects namely i.e., direct impact on soil and land in the area. Land environment in the area has

potential for contamination if there are wastewater discharges directly on to the land and from

impacts arising out of solid waste discharge on to the land. The proposed project is of medium

scale and the discharges on land from construction or operation are significant.

During operation, the prevention of disposal of wastes in the open will eliminate the breeding of

flies and other parasites. Hence, the land quality is improved.

7.6 Socio economic impacts for proposed project

The project will foster a cleaner, more hygienic environment for the citizens. The underground

drainage will encourage the hygienic sanitation facilities. The recreational activities can be

carried out in the Lake throughout the year with the supply of treated wastewater from the STP.

Hence the number of visitors in the Lake will be increased.

7.7 Potential environmental impact matrix

This methodology incorporates a list of project activities with a checklist of environmental

components that might be affected. Matrix methods incorporate environmental conditions on

one axis and proposed actions on the other.

The impact of each action on various environmental components are filled in tabular format to

estimate the impacts may be either qualitative, insignificant, high, adverse, beneficial or

quantitative by assessing a numerical score, but in the end there should be a grand total to

signify the magnitude of the impact. The activities discussed above are likely to affect the

environment in varying degrees. Relevant components of environment, which are likely to

experience some impacts due to the proposed project activities, have been identified.

Environmental parameters are broadly classified under three following groups considering the

cause - effect relationship:

Physical Environment

Biological Environment



Non Biophysical Components (NBP)

The parameters selected for impact identification are site activities and project specific.

Different parameters considered under the said groups are as follows:

Ambient Air Quality

Noise

Soil stability / erosion

Vegetation

Resource use

Health

Socio economic

The interaction between project activities and environmental parameters described above are shown in the impact matrix in the Table 25, the matrix points out each activity and its impact on specific environmental

parameters. This is a qualitative work and does not indicate quantitative impact. Some of the

impacts are temporary and localized and some impacts are short term and long term in the

matrix.

The environmental management measures to reduce the adverse impacts are detailed in this

Section in the Table 25.



Table 25: Potential Environmental Impact Matrix for the proposed UGD project in Tolankere Command area

Project Activities Physical Biological Non Biophysical Components (NBP)

Air Quality Noise Soil stability

/ erosion

Water

Quality

Vegetation Health (Individual

/Community,

Occupational)

Socio-economic

(Population,

Community

Infrastructure,

Employment)

Installation of

Underground

Drainage System

and STP

ST, -ve ST, -ve Nil Nil Nil Nil Nil

Operation of

Underground

Drainage System

and STP

LT, +ve Nil LT, +ve LT, +ve Nil LT, +ve LT, +ve

Note: ST – Short Term, LT – Long Term, +ve – Potential Positive Impact, -ve – Potential Negative Impact (requires mitigation measures)

Table 26: Environmental Impacts and Mitigations

Parameters Potential Adverse

Environmental

Impacts

Proposed Mitigation Measures Residual Impacts Implementation Issues

Responsib

ilities

Monitoring

Installation of

Underground

Gaseous emissions by

construction

Idling of delivery trucks or other

equipment should not be

Not Significant. PIU Site supervision



Drainage System and

STP

equipments and

vehicles

permitted during loading and

unloading

All construction vehicles should

comply with air emission

standards

Noise pollution from

movement of vehicles

for loading and

unloading of

construction

materials, fabrication,

handling of equipment

and materials,

generators etc.

Restriction on the usage of noise

generating activities in the

Residential areas to day light

hours.

Generator sets should be provided

with noise shields around them.

Vehicles used for transportation of

construction material should be

well maintained.

Not Significant. PIU Site Supervision

Operation of

Underground

Drainage System and

STP

Ground water

pollution from

percolation of waste

water.

Wastes to be directed to the

nearest sewer.

Not Significant. Contractor Site Supervision



8. Operating Framework

8.1 Indicative Project Structuring

The project is headed by the Managing Director (MD) - Special Purpose Vehicle (SPV) as shown

in the Figure 12. The Project Management Consultant (PMC) will manage the project in

coordination with SPV and Hubballi Dharwad Muncipality Corporation (HDMC). The technical

aspects of the project will be handled by the PMC. The project will be executed by the

Contractor on EPC basis with 5 years of O&M contract, who will be selected through the open

tendering process. Operation and Maintenance of the project will be carried out by private

operator to carry out routine maintenance.

Figure 12: Project Structuring

The major milestones and time allocated for the completion of each milestone is tabulated

below in the Table 27.

Table 27: Major Milestones and Time Allocated

Sl.

No.

Milestone Time Required

(Months)

Cumulative Period (

months)

1 Mobilisation 0.5 0.5

2 Site Visit 0.5 1.0

3 Design 2 3

4 Implementation 9 12

The capital costs and financial aspects of the project have been detailed in Chapter 6.



9. Next Steps

9.1 General

Based on the above feasibility report, it is expected that, HDMC accords their approval for the

Proposed Sewerage network and construction of Sewerage treatment Plant at the proposed

locations.

This will also help the project to be implemented without any land issues and the project can be

expected to be completed as per the schedule provided in the Table 28.

Table 28: Tentative planning for next deliverables

Description Owner Tentative Timing

Approval of feasibility report HDSCL 04-09-2017

Submission of DPR PMC 22-09-2017

Approval of DPR HDSCL 29-09-2017

Submission of tender documents PMC 16-10-2017

Issue of Tender documents HDSCL 25-10-2017

Feasibility Report –Underground Drainge System of Tolankere Catchment area- Hubballi Dharwad Smart City Limited-Annexure-1

Prepared for Hubballi Dharwad Smart City Limited Page 1 of 6

ANNEXTURE-1

GOVERNAMENT OF INDIA

District Statistical Office,Dharwad

STATION: HUBBALLI-DHARWAD DAILY RAINFALL (in mm) PERIOD: 1999-2016

YEAR MONTH

D=1 D=2 D=3 D=4 D=5 D=6 D=7 D=8 D=9 D=10 D=11 D=12 D=13 D=14 D=15 D=16 D=17 D=18 D=19 D=20 D=21 D=22 D=23 D=24 D=25 D=26 D=27 D=28 D=29 D=30 D=31

1999 JAN 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

1999 FEB 0 0 0 0 0 2.3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

1999 MAR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

1999 APR 0 0 0 0 0 0 0 0 0 0 0.8 2.2 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0

1999 MAY 0 0 0 0 21 1.5 0 1 0 26 20.5 11.6 0.5 0 4.6 29.9 2.2 0 0 1.3 0.8 0.2 0.5 2.2 0 0 0 0 0 0 0

1999 JUN 0 0 0 0 0 38.1 0 0 0 0 0 5.9 8.8 5.3 0.6 3.4 0 1 4 2.2 3.5 5 1 13.5 9 2 0.2 0.5 0.5 7.9

1999 JUL 0 0 0 0 0 0 0 0 0 1.5 1 0 0 2 0.5 10.8 11.5 12.5 11 12 10 21.8 9.8 1.6 1 1.6 4 6.5 4 2.2 0.9

1999 AUG 0.5 0.6 1 6.2 1.2 4 2.6 2.2 1.5 4.3 1.5 1.4 0 0 0 0 0 0 7.5 0 0 0 0 0 0 0 2.2 1.2 22.5 0 2.5

1999 SEP 0 0 0 5.6 0 1.2 0 0 0 0 0 3 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5 4

1999 OCT 3.5 4.6 5.5 50.5 7 3.5 7.2 9 3 0 5.8 0 29.9 0 19 5.5 0 68 0 0 0 0 0 6.5 20 9.4 1.4 0 0 0 0

1999 NOV 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

1999 DEC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2000 JAN 0 0 0 0 0 0 0 0 0 0 0 0 0.5 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2000 FEB 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2000 MAR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2000 APR 0 0 0 0 4.5 0 0 0 0 0 0 0 0 0 0 0 0 0 1.5 0 0 8.5 23 16 0 0 0 0 0 0

2000 MAY 0 0 0 1.5 0 1.5 0 0.5 0 0 0 0 0 0 0 0 0 0 4.5 0.2 0 0 0 0 0 0 6.5 0 0.2 0 0.6

2000 JUN 0 2 0 1 11.3 0.4 3.8 6.6 0 8.6 0 4.5 0 0.6 0 0.5 0 0 0 0 0 0 0 0 0 0.5 0 0 8.2 1.5

2000 JUL 3.4 0 2.5 0 7.9 12.5 0 1 10.5 12.8 6.2 27.8 28 4.6 3.6 0 2.8 4.4 3.6 0.5 0 0 0 0 0 0 0 0 0 0 0

2000 AUG 0 0 0 0 0 43.5 7.5 0 19 1 11.6 1.6 0 0.6 0 0 0 4.4 1.5 3.2 2.5 1.2 2 1 1 18.4 2.5 1 0.5 0.8 1.2

2000 SEP 9.6 7.8 0 0 0 0 0 0 0 0 0 0 0 0 0 9.8 1 40 0 3.2 5.2 7.6 3.9 19.9 0 0 0 9.8 0 1.2

2000 OCT 0.5 0 0 0 0 0 0.5 0.8 5.8 14.8 0 0 0 19.8 9.8 0 0 0 2 21.2 8.9 4.6 0 0 0 0 0 0 0 0 0

2000 NOV 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2000 DEC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.3

2001 JAN 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2001 FEB 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2001 MAR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2001 APR 0 0 0 0 0 0 0 0 0.6 0 0 7 0 1.5 29.2 0 0 0 0 0 0 0 0 0.6 0 3.6 0 0 7.4 0

2001 MAY 0 0 39 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.4 0 1.2 2.5 0.4 0 0 0 0 0

2001 JUN 0 0 0 0 0 0 0 1.8 1.5 1 1 41.8 1.6 8.2 5.7 3.5 11 0.4 0.8 3.4 1.5 2.2 0 0 4.6 0 0.2 0 1.6 0

2001 JUL 5.5 3 0 1.4 2 0.4 3.7 3 8.2 1.5 0.2 0 0.5 2.5 0 0 1 0.5 0.4 1.6 0.8 0.2 2.2 0 5.1 1 0 0 0 0 0

2001 AUG 5.4 5 5.1 21.7 0.5 0.5 0 0 0 1.5 0.8 0.5 0.4 1.4 1.2 1.3 0.5 2.4 2 1.2 0 3.4 0.6 0.2 0 0 0 4 0 0 0.2

2001 SEP 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.2 30.4 0 0 0 0 8.5 2 7 0 0 2.5 16.6 9.6



2001 OCT 0 0 0 0 0 0 4.8 0 1.4 0 0 0 4 3.2 0 0 0 6.4 4.5 0 0 0.2 0 0 0 0 0 0 0 0 0

2001 NOV 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.5 0 0 0 0 0 0 0 0 0 0 0 0

2001 DEC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2002 JAN 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2002 FEB 0 0 0 0 0 0 0 0.6 0 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2002 MAR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2002 APR 0 0 0 0 0 0 1.8 0.5 10.4 0 0 1 5.8 14.2 0 0 0 0 0 0 0 3.6 3 0 0 0 0 0 0 0

2002 MAY 0 0 0 0 0 0 0 4.9 0 0 0 0 0 18 0 7.6 30.4 0 0.8 0 0 0 0 0 0 7.5 0 0 0 0 3

2002 JUN 3.5 31.2 21.5 19.6 0.2 0 0 0 0 35.6 19.8 0 13.6 3.8 2 2.6 1.2 0 2.6 1.2 5 7.4 0.5 3 0.2 1 4.5 0 4.5 1.6

2002 JUL 0 1.2 0.6 0.6 0.2 0 0.4 2 0.5 0 1 0 0.4 0 0 0 0.5 0.2 2.2 0 0 2 3.1 0 0.2 1.4 0.6 0.5 0 0 0

2002 AUG 0 0 1 0.2 3 2.6 3.5 0.4 27.6 16.2 12.5 3.2 2.8 1.2 0.5 2 4 2 3.6 4.9 1.4 0.2 0 0 0 0.6 0 0 0 0 0

2002 SEP 0.2 0 0.2 0.8 0.1 2.8 0.1 0 0.6 0 0 0 0 0 6.5 2.6 0 0 0 0 0 0 0 0 0 0 0 3.8 0 9

2002 OCT 4.8 0 1.2 0.2 0 0 0 0 0 0 43 0.1 66.6 10 36.2 3.5 0 1 13 0 0 0.2 0 0 0 0 0 0 0 0 8.2

2002 NOV 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2002 DEC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2003 JAN 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2003 FEB 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2003 MAR 0 3.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0

2003 APR 0 0 0 0 0 0 0 8.2 0 0 70.9 0 0 0 0 2 0 0 0 0 0 5.5 0 1.9 13 0 4.5 0 0 0

2003 MAY 0 0 0 0 0 0 0 0 0 0 0 0 6.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2003 JUN 0 2.8 0 0 0 0 0 0 23.8 0 0 2.2 3.2 0 9.8 6.8 6 0.5 7.4 24.5 8.8 6.6 0.8 0.2 0 0.8 0.4 2.5 0 4.2

2003 JUL 0 6.5 0.4 0.5 1.2 7.5 6.2 0 0 0 0 0 0 0.6 0.2 0.5 2.6 0.4 0 0 0 0 2.6 1.9 0.6 3.2 2.2 0.6 2.6 0 0

2003 AUG 0 0 0 0 0 0 0 0 0 0 0 0 0.4 0 0.2 0.4 0 1.5 3.6 2.6 1.2 0 1 0 0 4.8 3.2 1 0.6 4 1.4

2003 SEP 0 0.5 6.6 3.4 0.2 5.4 2.6 0 0.6 0 0 0 0 0 0 0 4.4 0 0 0 0 0 0 0 0 0.5 0 0.4 0 0

2003 OCT 6.2 6.8 17 0.6 20 3.6 0 28 0.6 0 18 0 0 0 0 0 0 0 0 3.4 137.5 6.4 0 0 0 0 0 0 0 0 0

2003 NOV 0 0 0 0 0 0 0 0 0.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2003 DEC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2004 JAN 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2004 FEB 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2004 MAR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2004 APR 0 0 0.8 5.5 0.4 0 0.6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.5 9.8 0 0 0 6.9 7.2 0 1.6

2004 MAY 4.2 0 1.8 0 0.6 9.5 2.2 1.4 0 0 0 0 0 0 0 5.9 0 0 0 0 0 0 0 0 7.5 30 7.3 1 0 4.6 29.9

2004 JUN 0 7.6 42.5 1.4 0 7.5 0 0.4 2 17.6 8.2 4.2 1.6 4.4 7.4 8.6 1.6 5.4 3 0 0.6 0.5 0 0 0 0 0 0 0 0

2004 JUL 0.4 1.6 0 0 0.2 0 0 0 0.5 0 2 0 1.9 0 0 0.2 0 2.6 1 0 3.7 0.5 0 0 0 14.2 0 4 0.5 3.5 3

2004 AUG 2 4 10.2 69 10 1 0.5 9.8 0.2 0.2 1.5 9.8 5.2 2.4 0.8 0.5 3.8 0 0 1.5 0.2 1 3 0.5 0 0 0 0 0 0 0

2004 SEP 0 0 0 0 28 16.2 10.9 0 0.8 4 3.6 4.5 0 0 0 0 0.6 0 0 0 1.6 10.2 0 0 10.8 4.2 0 0 2 0

2004 OCT 0 0 0.2 0.2 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2004 NOV 0 0.6 0 0 0 0 0 0 0 0 0 11.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2004 DEC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2005 JAN 0 0 0 20.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2005 FEB 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2005 MAR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2005 APR 0 0 0 0 0 0 0 0 0 0 0 0 1.5 5.2 1.6 14 0 16 0.6 0 5.3 0 1 1.5 140.4 0 0 6 0 0



2005 MAY 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.3 20.6 0 0 0 0 3.6 0.4 168 0 0.9

2005 JUN 0 0 0 0 0 0.2 0 2 15.2 0 0.2 0 0 0.4 12.5 0 0 2.1 1 3 4.6 0.6 0.5 0 1 5.5 7 23.4 11.5 15

2005 JUL 4.2 1.4 1.2 5.5 28 1 1 0 0 0 0 0 0 0 190.2 24.2 2.6 7 0 0 16.2 0 4.5 1.6 30.6 31 9.8 6.4 11.5 6.4 3.2

2005 AUG 3 9.8 10.2 3 1.2 0.2 3 2.2 4.8 0.6 3.2 0.8 0.5 2 2.8 2.2 5.6 2.5 1.4 1.4 3.6 0 0 0 0 0.5 0 0.2 0 0 180.4

2005 SEP 4.8 3 1.2 13.2 1 0.6 0.2 0 0 0.8 2.6 4.6 0.2 7.6 2 1 4.2 0.5 5.8 1.5 0.5 8.6 0 13.5 0.8 0 0 0 25.6 172.2

2005 OCT 0 0 16.2 0 2 0 0 0 0 0 0 4.2 5.8 0.4 8 0.5 0 0.5 14.2 0 0 0 0 0 0 0.2 10.2 0 0.5 0

2005 NOV 0 6.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2005 DEC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2006 JAN 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2006 FEB 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2006 MAR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.8 0 0 0 0 0 0 0 0 0 0

2006 APR 0 0 0 0 0 0 0 0 0 0 7 0 0 8.5 4.8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2006 MAY 0 0 4.8 0 7.6 1 0 7.6 14.6 3.6 9.8 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 9.8 32.3 3.2 24.4 10.5

2006 JUN 9.5 5.6 14.6 7.6 1.4 16 0 1.6 0 0 0 0 0 0 0 0 9.8 0.4 1 0.5 0 0.2 18 39.4 3.2 6.8 2.2 5.8 3.6 1.2

2006 JUL 1.4 2.9 7 2 5 6.4 5.2 4.5 1.8 2.5 3.6 4.2 2 1.4 4 0.6 0 0.5 7.9 3.5 2 0.8 2.2 2 1 0.8 7.8 13.6 4.6 0.5 3

2006 AUG 5.2 3 3 5.2 10 0.2 0.4 5.6 4.8 1.2 1.5 4 1.4 1.6 0.6 1 7.2 4.6 0 0 0 0 0 0 0 0 0 1.5 4.4 0 0

2006 SEP 0.6 0.4 0 0 0 0 0 40 0.5 15.4 0 0 0 0 12.5 2.5 1.9 2.5 0.6 3.4 0.4 2.8 1.5 0 0 0 0 0 19.9 3.6

2006 OCT 0 2.5 0.8 1.2 0 0 0 14.4 18.6 0 11.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2006 NOV 0 0 20.5 0 0 0 0 1.8 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14.8 0 0 21.2 0 0

2006 DEC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2007 JAN 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2007 FEB 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2007 MAR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14.5 0 0 0 0 0 3 0 0 0

2007 APR 0 0 0 4 0 0 0 0 0 0 1.5 0 0 3.6 10 0 2 1.5 0 0 0 0 0 0 0 0 0 0 0.8 15.2

2007 MAY 14.2 0 0 17.6 0 0.2 10.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.5 0 40 0 0 0 0

2007 JUN 0 0 0 0 0 1.6 0.4 0 4 0 0 0 2.8 0 0 0 0.6 0.8 4.5 0.8 0 0.5 29 44 3.2 2.8 6.2 0.6 5.3 13.5

2007 JUL 7.5 1 2.3 7.8 9.5 0 4.2 1.7 22 11.8 0 1 2.2 3.5 0 3.2 4 1.6 0 0 0 3.4 0 0.8 0.6 0 0 0 7.4 27.8 0.2

2007 AUG 0 0.2 7.8 6.8 13.2 18.5 10.5 8 3.5 3.2 0.6 1 0 0 2.5 2.6 2.5 0 0 2 3.4 0 0 9.8 10.2 0.2 0 0.5 45.2 3 0

2007 SEP 1.5 0.2 2.8 0.6 0.6 0 1.8 1.2 0 2 0 0 0 0 39.8 7.2 8.4 48.5 59.5 0 0 0 0 0 3.5 8.8 0.5 0 2.5 0 6.8

2007 OCT 0.5 19 0 2 0 9.8 17.6 0 0 2.2 0 0 0 0 0 0 0 0 0 0.5 9.2 0.2 1.5 0 0 0 0 0 0 0 0

2007 NOV 12.8 0 0 0 0 0 0.8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2007 DEC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2008 JAN 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2008 FEB 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2008 MAR 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2.2 0 0 0 0 0 0 18.6 25.4 8.6 23.2 3.5 0 0 9.5 0 0

2008 APR 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 2.2 4 6 0 0 0 28 0 2.4 0 0 0 0 0

2008 MAY 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.5 28 0 0 0 0 0 0 0

2008 JUN 0 6.5 0 14 0 1.6 6.4 18 1.8 2.4 8 0.4 6.4 0.2 3 1.4 0.6 0.5 3.5 0.5 0 0 0 0.5 0 0.6 2.3 0 7.4 4.6 0

2008 JUL 0.6 0.2 0 0 0.4 0 0.5 0.2 2 0 0.8 1 0 0 0 0 0 0 0 0 0 0 53.5 0 5.4 1.6 3.6 8.5 7 1.5 3.5

2008 AUG 0.5 2.5 11 1 4 0.5 0.5 2.5 3.5 15.2 63.5 18 33 4.8 0.2 0.4 0.2 1 0 0 0 0 0 0 0 0 0 0 0 0 1

2008 SEP 19 2.2 0 4 0 0 0 2.5 7.6 6.8 6.5 1.5 0 2 0 1 0 1 0.8 0 3.5 0 0 0 5.8 0 0 0 0 0

2008 OCT 0 0 0.5 1.5 50 0 7.2 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 3 1.5 0 0 0 0 0 0 0

2008 NOV 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14 18.6 0 0 0 0 0 0 0 0 0 0 60.5 2



2008 DEC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2009 JAN 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2009 FEB 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2009 MAR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.3 0 0 0 9.8 0 1 0 0 0 5.5 0

2009 APR 0 7.8 0 0 0 0 0 28.8 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0.5 0 0

2009 MAY 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.8 9.8 1.2 3.4 0 4.6 0 0 0 0 0 0 3 0 0

2009 JUN 0 13.8 0 0 0 0 40.2 0.5 0 0 0 0 0 0.5 0.6 19.2 6 0 15.4 0 0 0 0.2 0 0 8.4 2.5 3.8 0 0

2009 JUL 6.6 6 3.4 12.6 2.8 1.8 2 2.8 11.6 7.4 8.4 6 2.6 3.2 24.6 13.4 6.5 0.6 3 1.1 4.8 3.6 0.4 0.2 0 0 1 1.8 1.4 1 0.4

2009 AUG 0 0.5 0 2.8 0.5 0 0 2 0.6 0.5 0 0.6 0 0 0 0 3.5 0.8 0 0 3.2 0 0.2 0 3 2.6 5.4 0 1 1 0.6

2009 SEP 0 4.6 0 0.2 4.8 1.5 0.2 0 0 0 0.5 3 0 0.5 10 7 5.8 0 0 36 25 18.4 0 19.4 0.6 0 0 3.4 6.4 19.4

2009 OCT 21.4 32.5 22.5 0.6 0 0 0 0 0 0 0 9.8 0.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2009 NOV 0 0 0 0 0 0 0 0 0.5 0.6 7.4 11.2 0 0 0 0 65.4 0 0 7.2 0 0 0 0 0 0 0 0 0 0

2009 DEC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 19.8 0 0 0 0 0 0 0 0 0 9.8 48 0

2010 JAN 0 0 0 0 0 0 0 0 0 0 0 19.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2010 FEB 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2010 MAR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2010 APR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 22.4 5.6 0 0 0 0 3.6 0 1 0 0 8 4 0

2010 MAY 0 13.5 30.5 0 0 0 0 19 0 10 0 0 0 0 0 0 0 0 8.2 0 0 0 19.8 12.8 0 0 0 0 0 0 0

2010 JUN 0 9.5 0 0 0 0 0 0 0 0 0.5 0 0 6 15 8 9.8 6 5 2.2 0 0 0 2 5.4 5.4 0.2 0 0 0

2010 JUL 1 6 2 2.2 0 0.8 5.5 0 0 0 0 0 0 0 0 18 0.5 0 0.5 8.5 4.5 7 13 2 13.4 22.4 2.8 10 7.5 4.5 1.2

2010 AUG 1 0 0 5 0 0 0.3 1.2 4.2 0.2 0 0 0.5 0 0 0 0 2 0 0.2 0 47.4 0 0 1.6 15.6 0 0.5 2.5 2.2 28.8

2010 SEP 4.6 0.5 0 1 0.8 3.6 0 2.8 1.6 2.4 0 0 0 0 0 0 0.4 0.5 8.6 1 0 38.8 0.5 10.4 0 18.2 9.8 1.6 0 0

2010 OCT 2.4 0 0.6 26.4 9.6 46.8 4.4 0 2.5 2.8 0 0 0 5.5 0 9.8 4.5 0 0 2 0 0 0 1 0 0 0 0 0 0 0.5

2010 NOV 0 0 10.5 16.6 4.4 1 0 24.6 34.8 12.2 0 0.7 0 0 8.7 8.4 0 0 0 0 0 0 0 1.8 0 0 0 0 0 0

2010 DEC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2011 JAN 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2011 FEB 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.4 0 0 0 0

2011 MAR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2011 APR 0 0 0 0 0 0 0 0 0 1.5 0 2.2 0.5 1 6.4 0 3.5 26.6 0 0.6 0 0 0 9.4 0 0 0 0 0 0

2011 MAY 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.5 0 0 12.4 0 0 0 0 0 0 0 0 3.6 0.6 0 3 14.6

2011 JUN 0 0 3.2 10.6 6.2 4 8 0 5.8 5.6 7.8 12.8 2 0 0.6 0.5 3.2 16.6 7.6 2.4 0.8 0 13.6 0.8 2 0.5 0.6 12.4 0 0

2011 JUL 6.4 1.4 1.6 1.2 4 0 4 6.4 1 0 2.2 0.6 0.2 0.2 1 4.2 11.6 6.2 6 0.6 7.2 1 0.6 5.6 0 0 0 0.2 0 0 0.5

2011 AUG 2 1.2 5 9.6 1.8 0.6 2.5 3.6 2.6 1.4 0.2 0 2.5 1 0 0 1.6 0 7 4.2 8 0.2 0 2 1.4 0 0.2 4 8 3.8 7.2

2011 SEP 7 10.2 7.4 6 2 0.5 3 7.6 7 0 0 0 0 0 0 0 0 0.5 2.5 0 0 0 0 0 0 0 0 0 0 25.6

2011 OCT 0 19.8 0 0 0 19.5 0 0 0 0 6.8 2.2 10.5 23.6 1.6 0 18.4 0 0 34.4 0 0 0 0 0 0 0 3.6 0 0 0

2011 NOV 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.2 0 0 6

2011 DEC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2012 JAN 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2012 FEB 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2012 MAR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2012 APR 0 0 0 0 0 1 0 0 0 9.2 0.2 9.8 0 0 0 0 0.2 0 28.6 0 8.4 0 0 0 0 0 0 0 0 0

2012 MAY 0 0 0 0 0 0 0 0 0 0 0 1.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2012 JUN 0 0 0 0 4 15.6 1 0.1 0 0 0 0 0 0 0 0 1.8 14.5 3 0 0 0 0 0 1.8 1.6 4.6 3.5 1.4 6



2012 JUL 1 0.6 16 4.4 0.6 0 4.6 0.5 0 0 2.8 0.2 0 0 0 0 5.2 0.2 0 0 3.8 1.8 1 2.4 1.2 12 7.2 1.5 0.2 0 0

2012 AUG 0.2 0 5 7.6 3.2 4.2 4.8 4.6 0.5 1.5 7.6 1.8 4.5 0 4.5 0 0 0 0 0 9.8 0 0 0 0 0 0 2.2 0.2 0.5 2

2012 SEP 1.2 0.5 1.4 8.8 2.2 0.8 2.8 6.4 0.2 0 3.8 0 0 0 0 2.4 0.4 3.5 0 0 0 0 0 0 0 0 0 38.4 8 0

2012 OCT 47.4 0 9.2 3.4 0 9.8 0 0 60.8 0 0 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0

2012 NOV 4 28.6 1 5.6 0 0 0 12 0.5 0 0.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2012 DEC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.4

2013 JAN 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2013 FEB 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2013 MAR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2013 APR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.2 1 0 0 0 0

2013 MAY 0 0 5.4 0 0 0 0 0 8.6 0 12.4 0 0 0 0 0 0 2.4 0.5 0 12.4 0 0 0 0 0 3.5 3 0 4.8 8.4

2013 JUN 12.5 0 1 0 0 14 4.4 1.8 1.5 0.2 2.5 0.6 2.6 1 1.2 4.6 2.2 1.5 2.2 0 4 4 0 0 1.5 0.5 3 0.5 0.4 0

2013 JUL 5.2 2.2 2.3 1.6 0.5 0.8 0 0.5 0 0 2.8 4.8 1.6 0.8 1.6 0.2 0.5 0.8 4.2 7.2 5.2 7.4 13 15.4 14 8.2 11.5 6 1.6 2 2

2013 AUG 32 9.8 2.4 0.6 0.2 0 0 9 0.2 1.2 0.5 0 0 0.8 0 0 6.6 0.6 1.5 1 1.2 1.6 4 0.6 0.5 2.6 0 0.2 0 0 0

2013 SEP 0 70.4 0 0 0 2.5 10.6 1 4.5 40.4 8.2 2.4 10.5 0 4.4 0 0 6 0 5.4 2 0 1.6 3 1.6 7 0 0 0 0

2013 OCT 0 0 0 0 0.2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.4 6.2 1 2.4 0 0 0 0 0

2013 NOV 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.5 0 0 0 0 1.4

2013 DEC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2014 JAN 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2014 FEB 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2014 MAR 0 0 0 0 0 0 0 0 0 0 0.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2014 APR 0 0 0 0 0 0 0 0 0 0.6 0 0 0 0 0 2.2 0 0 30.2 0.2 0 0 0 0 0 0 1.6 0 0 11

2014 MAY 37.4 1 20.4 26.4 0 0 0 15.5 65.8 0 0 0 0 0 0 0 0 4.6 4.8 14.6 0 5.8 0 0 0 0 0.5 5.4 3.4 0 0

2014 JUN 0 0 0.5 0 0.2 0.4 0.2 0 0 0 0 5.8 0.5 0.5 0 0.2 0.2 0 2 1.8 8.6 1 0 0 0 0 0 0 0 0

2014 JUL 0 0 0 0 0 1.4 2.2 0 0 3.4 0 2 3 0.5 0.8 5 2.4 4.6 7.4 3 1 1.8 30.5 25.2 9.4 6.5 1 0.2 1.6 9.8 42.4

2014 AUG 5.8 0.5 2.2 5 7.8 1.2 2.2 6.6 0 10.2 0 0 0 0 0 2.6 0.6 0 3.5 5 1.2 7.2 9.8 5.8 0 31.4 2.6 9.6 21 4.8 1

2014 SEP 3 2.8 1.4 2.6 1.6 0.5 2.2 0 0.2 0 0 0.2 0 0 0 0 0.4 0 0 40 0 19.5 10.5 1.4 3.4 0 1.2 20.2 3.6 0

2014 OCT 1.2 0 0 0 0 1 2.5 3 0 0 5.2 0 0 0 0 0 0 0 2.6 0 0 0 0 0 11.5 26.4 1.2 0 0 0 0

2014 NOV 0 0 0 0 0 0 0 0 0 0 0 0 0 17.8 26.4 0.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2014 DEC 0 0 0 0 0 0 0 0 0 0 0 0 19.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2015 JAN 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2015 FEB 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2015 MAR 0 0 0 0 0 0 0 0 23.6 20.8 0 0 0 0 0.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2015 APR 8.2 7.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.6 0 0 0 0 0 0 0 0 0 0 0

2015 MAY 0 0 0 0 5 2 8.5 8 1.5 0 0 4.2 9.2 3.5 0 4.2 0 2.5 0 0 0 0 0 0 0 0 0 3 0 13 0

2015 JUN 13 0 0 0 10 0 25.8 0 0 2.5 0 0.5 0 3.5 2.2 0 0 3 6.8 1 2 9.5 3.5 5.2 6.2 1.5 2.5 1 0 0.8

2015 JUL 1.5 5 0 0 0 0 0 0 1.6 0.2 0 0.2 0 0 0 0 0 0 0.5 0.4 0.5 1 1.5 1.2 0.2 0 0.4 0.8 0 1 0.2

2015 AUG 0.6 0 0 0 3 1 1.8 3.8 0 3 0.5 1.2 3.8 0.8 0 0 0 0 0 0 0 19.8 4 0 0 0 0 6.4 0 0 0

2015 SEP 0 0 0 0 0 19.8 0 38.4 2.5 3.8 17 0 0 0 3.6 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2015 OCT 0 13.6 0 0 23.4 9.2 0 7.8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.3

2015 NOV 0 0 0 0 1.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.8 0 0 0 0 0 0

2015 DEC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2016 JAN 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0



2016 FEB 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2016 MAR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2016 APR 0 0 5.8 3.4 0 17.6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.4 0 0

2016 MAY 0 0 0 0 0 0 0 0 0 0 0 3.5 0 4.2 8.6 0 0 10.8 5.4 14.4 0 0 0 0 0 1 0 0 0 0 0

2016 JUN 1 0 0 11.2 0 0 53.4 0 1.4 2.2 5 1.2 0 0.2 0 0 0 0 10 0 0.5 1.2 0.5 1.5 0 0.5 0.5 5 10 11.2

2016 JUL 1 5 1.6 1.6 19.5 0.5 3.5 1 9.5 8 2 6.5 2 1 0 0 0 0 0 4 6 1 4.6 4.2 6 0 0 15.6 9.2 2 0.5

2016 AUG 2 3.2 0.5 5.2 3.2 4 9 3 0.8 0.2 0.5 1 1.5 3 1 3 3 0.5 0 0 0 4.5 1 4 0.8 0.5 0 0 0 0 16

2016 SEP 0 0 3.2 0 0 0 0 0 1 0 0 0 0 0 0 5.5 3 1.5 1 0 0.5 4.5 0.5 0 2.8 0 0 3 3.2 1.2

2016 OCT 3.6 0 0 0 0 0 0 0 0 0 1 0.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2016 NOV 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

2016 DEC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0


Annexure 2 - Page 1

ANNEXURE 2

DESIGN BASIS - SEWERAGE NETWORK

1. General The Sewerage system would be designed for the expected sewage flows based on the estimated

population and water allocation for domestic as well as other sectors such as commercial, institutional

and industrial. This section gives the design criteria proposed for the design of various components of the

Sewerage system. The broad objective of this section of the report is to determine a technically and

economically viable Sewage Collection System & Sewage Treatment Plant.

Sewer networks are designed to collect & convey the sewage generated from project area to the treatment

plant and safe disposal of treated water. Sewer networks are planned & designed to achieve its intended

objective throughout its lifetime without any risk to public health, public safety & environment.

The Design basis highlights following aspects:

Evaluating various technologies of sewerage collection, treatment and disposal system.

Per capita sewage and effluent generation.

Peak flow.

Minimum and Maximum velocity of flow.

Flow conditions for various size of pipes.

Material of pipe.

Minimum depth of sewer.

Maximum depth in relation to water table.

Infiltration factor.

Formula for calculation for design of sewer.

The influent and effluent standards for processes considered for treatment of sewage

generated.

2. Selection of appropriate system This section discusses about the sewerage system alternative based on type of collection system. Two

alternatives were studied.

a. Vacuum sewerage system

In this system, as shown in the Figure 1 sewage is collected from households in collection chamber /

sump. When a house connection sewer is opened to atmospheric pressure in collection chamber / sump,

the pneumatic pressure-controlled vacuum valve opens and the sewage and air are pulled into the sewer

due to pressure difference between valve pit (at atmospheric pressure) and at mains of sewer network


Annexure 2 - Page 2

(under negative pressure), whereby the air forms a “plug” in the line. Then, air pressure pushes the

sewage towards the central vacuum station due to differential pressure. When the vacuum valves closes,

atmospheric pressure is restored inside the valve pit. Each valve is provided with valve pit. The amount of

air that enters with the sewage is controlled by the time that the valve remains open. Overall, the service

lines are installed in a saw-tooth or vertical zigzag configuration so that the vacuum created at the central

vacuum station is maintained throughout the network. Vacuum sewers can take advantage of available

slope in the terrain, but have a limited capacity to pull water uphill. The disadvantage of this system is the

need for ensuring uninterrupted power supply to the grinder pump. Hence this is perhaps limited to high

profile condominiums and not the public sewer systems in India.

Figure 1: Vacuum System

b. Separate Sewers (Conventional system)

In this system, as shown in the Figure 2 separate sewers receive domestic sewage from the households in

conduits and convey it to STP for treatment and disposal. The storm water is not collected in such

conduits and hence termed as separate sewers. This type of system is conventional and is being widely

used in India. The design of conventional system is based on flow in gravity sewer network, velocity,

slope, sewer dia. etc.


Annexure 2 - Page 3

Figure 2: Separate system

c. Recommendation

As per above discussion, it is understood that vacuum sewerage system is feasible for low density

developments. Also, it requires high capital cost. Further, it requires skilled manpower & machinery for

maintenance of sewer network. Separate sewer system (conventional system) suitable for both high and

low density developments. Also, as conventional system has already been implemented in the project

area and only the missing links are only to be established. Hence, considering the site conditions and the

cost implications, separate system is suggested.

3. Design parameters The design basis for sewerage system design is explained below.

a. Design year & population estimation

As per CPHEEO, Under Ground Drainage (UGD) projects have to be designed for the future 30 years.

Considering the base Yr 2018 for HDMC, the design year of sewerage system will be carried out Yr 2048

i.e. for a span of 30 yrs.

b. Design flow

The design flow is based on the sewage expected to be generated in the year 2048. It would include

domestic sewage from residential, commercial and institutional areas. Design flows are essentially peak

dry weather flows which comprises peak domestic sewage flow plus infiltration.

c. Per capita sewage flow

Per capita water supply rate considered for residential, institutional and for floating population is as per

CPHEEO manual. Sewage generation rate is calculated for various type of population in the area. The

below mentioned Table 1 shows the sewage generation rate to be considered for various type of

population.

Table 1: Sewage Flow

Sl.

No.

Per

capita

Water

demand

Return factor

for potable

water

Total sewage generation

from water demand

excluding infiltration

Remarks

Lpcd % lpcd

1 135 80% 108 Residential

2 45 80% 36 Commercial/

floating


Annexure 2 - Page 4

d. Rate of infiltration

Infiltration into the Sewerage system occurs through defective sewers, manholes, etc. The rate of

infiltration into sewers also depends upon the ground water table and permeability of the surrounding

soil. In the hydraulic design of sewers, an allowance for infiltration for the project area would be

considered as 500 ltr/day/manhole as per Part A of CPHEEO Manual, Nov 2013, restricting the max flow

to 10% of the waste water generated within the ULB area.

e. Peak factors

The peak factors with respect to contributing population for domestic sewage as per CPHEEO manual,

2013 is furnished in following table Table 2.

Table 2: Peak Factor

Contributing Population Peak factor

Upto 20,000 3

20,000 to 50,000 2.50

50,000 to 7,50,000 2.25

Above 7,50,000 2.00

f. Design of sewage collection system

Design for sewerage components will include designs for sewage collection system including pipelines,

manholes, associated Civil, Mechanical, Electrical and Instrumentation equipment, etc. Gravity sewer

system will be designed up to restriction by excessive depth of cutting or by the existing topography. The

sewer network will be designed and analyzed using Sewer CAD V8i software. The maximum depth of

sewer will be restricted to about 6m.

g. Design formula

Manning‟s formula would be adopted as per CPHEEO Manual, Nov 2013 for design of gravity sewers and

explained as under-

Where,

Qf = Flow rate (in cumec)

A = Cross sectional area of pipe (sq. m.)


Annexure 2 - Page 5

Vf = Velocity (in m/s)

N = Manning‟s roughness coefficient

R = Hydraulic radius (m).

S = Slope of energy gradient

A = Cross sectional area of pipe (sq. m.)

4. Pipe material The pipe materials often used for gravity sewers are High Density Poly Ethylene (HDPE), Double wall

Corrugated pipes (DWC) and Reinforced Concrete (RCC); hence evaluated in detail. Major characteristics

of various pipe materials considered for sewers are mentioned in Table 3.

Table 3: Pipe material for Sewer

Sl.

No.

Parameter HDPE DWC RCC

1 Applicable IS codes

for Manufacture,

Laying and Jointing,

Fittings

14333 16098 Part 2 458, 783, 5382

2 Sizes (mm) as per IS 63 -1000 (OD) 75-1200 (OD) 150-2600 (ID)

3 Lengths (m) 5-10 upto 6m 2-2.5

4 Weight Light Light Heavy

5 Flexibility Maximum Maximum Rigid

6 Available Working

Pressure Range

(kg/cm2)

2.5-16 NA NA

7 Tensile Strength 24 NA NA

8 Impact Strength Very Good Very Good Medium

9 N-Value 0.01 0.01 0.011

10 Corrosion Resistance Very Good Very Good Normally Good

but prone to

attack by soils

with Sulphates


Annexure 2 - Page 6

11 Jointing Method Butt fusion joint,

Electrofusion

Joint

Coupler joint

with rubber

ring

S/S or Collar

joints with

cement mortar,

rubber ring

12 General Availability in

India

Available Easily available

upto 315mm

(OD)

Available

13 Availability of

corrosion control

techniques

NA Anti-rodent

treatment

Use of Sulphate

resisting

cement, Epoxy

paint

14 Ease of locating for

underground pipes

Not Easy Not Easy Not Easy

15 Suitability for high

ground water table

Good. Floatation

risk need to be

checked at

certain locations

Good.

Floatation risk

need to be

checked at

certain

locations

Not good

16 Suitability for high

salinity in soil

Good Good Not good

17 Bedding requirements Granular

material

compacted to

specific Proctor

density. Fine

sand bedding is

ideal.

Granular.

Bedding shall

be free from

sharp stones.

Granular,

concrete cradle

or full

encasement

18 Laying speed Fast Fast Slow

19 Pipe performance

experience

Good with

reputed

manufacturers

Yet to be seen

in Indian

conditions for

municipal

sewerage

system.

Good with

reputed

manufacturers


Annexure 2 - Page 7

20 Basic cost economics Costlier than RCC

and DWC

Costlier than

RCC, cheaper

than HDPE

Cheaper than

DWC and

HDPE,

Factors affecting selection of sewer pipe material

For Gravity Sewers, selection of pipe materials for sewage conveyance will be based on following factors-

Availability of pipe in required sizes, lengths

Ease of handling and installation

Physical strength

Any special bedding requirements.

Flow characteristics or friction coefficient.

Joint water-tightness and ease of installation.

Ease in Repairs and maintenance.

Cost economics.

Soil & Ground Water characteristics

The cost comparison of pipes is mentioned in Table 4.

Table 4: Cost comparison of pipes

Sewer dia

(mm)

HDPE, PN 6,

PE-100

DWC, SN8 RCC, NP3

Rate (Rs.) / m Rate (Rs.) / m Rate (Rs.) / m

150/160/170 767 751 -

200 1134 1178 -

250 1735 1603 -

300/315 2750 2138 997

350/355 3430 - 1183

400 4361 3300 1329

450 5453 - 1517

500 7160 5274 1642

600/630 11109 7249 2429

700/710 14235 - 3008

800 17728 11938 3915

900 22123 - 4888


Annexure 2 - Page 8

1000 27039 16996 6018

1200 - - 8302

Note: Cost estimates include pipe bedding, laying, joining, testing & commissioning. Rates considered

here are SOR Rates of Karnataka Urban Water Supply and Drainage Board (KUWS&DB) SOR for the

year 2015-16 is considered.

a. Recommendation

From the above cost comparison, it is evident that the cost of RCC is the lowest followed by

HDPE & DWC.

The RCC pipes are rigid pipes and have excellent load carrying capacity while, HDPE and DWC

pipes are flexible pipes and require stringent quality control for bedding and backfilling.

The length of RCC pipes is relatively short (2 m to 2.5 m), which will require more number of

joints affecting the speed of execution. On other hand, HDPE and DWC pipes are available of

longer lengths (6 m to 9 m) which will have less number of joints resulting in relatively quick

execution of pipeline and less infiltration.

DWC pipes are economical compared to HDPE pipes for diameters up to 300mm.

However, considering the above aspects, it is recommended to use DWC pipes for

diameter up to 300mm & RCC pipes for diameters above 300mm.

b. Coefficient of roughness

The coefficient of roughness is based on type of sewer material proposed for the sewage conveyance. The

design value of coefficient of roughness „n‟ for DWC / RCC pipe would be considered as 0.01/0.011 as

prescribed in CPHEEO manual.

c. Bedding for sewers

The type of bedding would primarily depend on the soil strata, depth at which sewer is laid and sewer

pipe material. Bedding provision for rigid & flexible conduit is different.

The type of bedding to be used for rigid conduit depends on the bedding factor as per Part A of CPHEEO

Manual, Nov 2013 & mentioned in following table below.

Table 5: Types of Bedding

Bedding Factor Type of Bedding

Up to 1.9 Granular (GRB)

1.9 - 2.8 Plain Concrete Cradle (PCCB)

2.8 - 3.4 Reinforced Concrete Cradle (RCCB)


Annexure 2 - Page 9

> 3.4 Complete Concrete Encasement (CCE)

Granular bedding & sand bedding are used for HDPE/ DWC & RCC pipes.

d. Minimum size of sewers

The minimum diameter of sewer pipe shall be considered as 200 mm (however if the design flows could

not yield desired Self leaning velocity, 150mm dia pipes will also be used at start of the sewer system in

order to restrict the depth at the outfall sewers and achieve self-cleaning velocity in some of the initial

pipe stretch) from cleaning and maintenance point of view. The minimum diameter as per CPHEEO, in

public roads shall be 150 mm and that for house sewer connections to public sewers shall be 100 mm.

e. Design capacity of sewers

Sewers shall be designed to carry estimated peak flows generated in the design year and would be

designed 80% full at ultimate peak flow. This is to ensure proper ventilation and prevent septicity.

f. Self cleansing velocities

To ensure that deposition of suspended solids does not take place, self-cleansing velocities estimated

using Shield‟s formula shall be considered in the design of sewers.

Where,

SS = Specific gravity of particle

dp = particle size in mm

KS = dimensionless constant

R = Hydraulic mean radius in m

n = Manning‟s Coefficient

Considering typical values of particle size and specific gravity, minimum partial flow velocities is

considered at present peak flows and at design peak flows. The maximum velocity shall be considered in

order to prevent scouring. The Table 6 shows the minimum and maximum velocities in sewer as per

CPHEEO Manual, Nov 2013.

Table 6: Design Criteria

Sr.

No.

Criteria Velocity (m/s)

1 Minimum velocity at initial peak flow 0.6


Annexure 2 - Page 10

2 Minimum velocity at ultimate peak flow 0.8

3 Maximum velocity 3.0

g. Depth of cover

To provide protection to sewers from external loads, the minimum depth of cover to be provided over

the top of pipe at the start of the sewers is 1.0 meters

h. Manholes

Circular manholes are stronger than rectangular and arch type manholes and thus are preferred.

Manholes shall be provided at every change of alignment, gradient or diameter, at the head of all sewer

lines and branches and at every junction of two or more sewer lines. The Centre to Centre distance

between manholes is proposed to be adopted as 30m for ease of maintenance of sewers; however, it will

be finally based on sewer size. The clear opening at the top in case of ordinary manholes should be

minimum 560mm. C.I steps (PVC encapsulated) shall be provided at 300mm c/c inside the manhole.

The size of manhole shall depend on diameter and depth of sewer. The manhole frame and cover

proposed is of Steel Fiber Reinforced Concrete (SFRC) capable of withstanding heavy duty loads,

conforming to the IS: 12592-2002. The internal diameters of manholes for varying depths are mentioned

in Table 7.

Table 7: Internal diameter of sewer manholes

Sr.

No.

Manhole depth ranges Internal diameter of sewer

manholes (mm)

1 above 0.9m and up to 1.65m 900



i. Network design

Sewer CAD network model will be prepared for network analysis. Zone wise networks will be analyzed as

per design criteria presented in this report. Flow to each manhole is assigned by looking into vicinity, the

number and type of consumers served by a particular manhole. Sewer network layout is planned for the

project area keeping in consideration following broad principles.

Sewers are laid along natural topography to minimize the depth of excavation and considering the soil

strata. Trunk & sub-trunk mains layout is planned to be laid along major roads.


Annexure 3 - Page 1

ANNEXURE 3

DESIGN OF SEWAGE TREATMENT PLANT

1. Introduction Treatment of sewage is crucial to the health of any community. When the untreated wastewater

accumulates and is allowed to go septic then decomposition of the organic matter, it will lead to nuisance

conditions including the production of malodorous gases. In addition untreated wastewater contains

numerous pathogenic organisms which can affect human health. It also contains nutrients which can

stimulate the growth of aquatic plants and may contain toxic compounds. For these reasons, the

immediate and nuisance free removal of wastewater from its sources of generation followed by treatment,

reuse and/or disposal into the environment is necessary to protect public health & environment. For

treatment & removal of all these contaminants Sewage Treatment Plant (STP) will be designed as per the

norms specified by guidelines and produce treated water effluent for recycling. STP mainly consisting of

Primary Treatment, Secondary Treatment & Tertiary Treatment.

2. Purpose In line with sustainable infrastructure plan, 100% sewage is proposed to be treated to required standards

and recycled. Sewage treatment plants are proposed in modules as necessary as per the development of

the site. The recycled water can be reused for various purposes like Tolankere lake water top-up,

gardening etc. Excess of recycled water after utilising for various above mention purposed will be

discharge into Tolankere pond.

3. Sewage characteristics Understanding of the nature of physical, chemical and biological characteristics of sewage is essential in

planning, design and operation of treatment and disposal facilities and in the engineering management of

environmental quality. The raw sewage characteristics are referred from CPHEEO Manual, 2013. The

typical expected influent characteristics of raw domestic sewage are given in Table

Table 1: Raw Sewage Characteristics

Sr.

No.

Parameters Concentration

Values (Expected)

Concentration

Values

(CPHEEO

2013)

1 pH 6.5 - 8.5 -

2 BOD5 @ 20C, mg/L 250 – 300 250


Annexure 3 - Page 2

3 COD , mg/L 425 – 600 425

4 Total suspended solids, mg/L 300 – 400 375

5 Oil and grease, mg/L 10 – 20 -

6 Total kjeldahl Nitrogen (as N), mg/L 50 – 60 45

7 Total Phosphorus, mg/L 8 – 10 7.1

8 Feacal Coliforms MPN/100 ml 10^6 to10^8 -

a. Effluent standards

It is proposed that the sewage which is generated is to be treated to such standards that it can be used for

various purposes like flushing, pond water top-up, gardening & irrigation of lawn, shrubs etc..

From the point of view of better environment, it is contemplated that the project will have treatment

system which treats the entire sewage to 10mg/l (BOD and TSS) standards. The effluent standards of

treated sewage as per latest CPHEEO manual are mentioned in Table 2.

Table 2: CPHEEO Standards of Treated Sewage

Type of Reuse All types of landscape irrigation, vehicle washing, toilet

flushing, use in fire protection systems and commercial air

conditioners and other uses with similar access or

exposure to the water

Treatment Secondary, Filtration, Disinfection

pH 6.5 - 8.3

BOD (mg/L) ≤ 10

COD (mg/L) ≤ 50

TSS (mg/L) ≤ 5

Turbidity (NTU) ≤ 2

Fecal Coli/100mL Not Detectable

Residual Chlorine

(mg/L)

≤ 1

The reclaimed water should not contain measurable levels of viable pathogens.

Reclaimed water should be clear and odourless.


Annexure 3 - Page 3

Higher chlorine residual and / or a longer contact time may be necessary to assure that

viruses and parasites are inactivated or destroyed.

Reference : CPHEEO guidelines for treated water reuse.

Reclaimed water from tertiary treatment of STP is proposed to be stored in treated water tank near STP.

This treated/ recycled water is proposed to be supplied for Tolankere lake top up, gardening & irrigation

of lawns around the Tolankere lake, shrubs etc. Hence, expected standard is given in Table 3.

Table 3: Treated Sewage Standards

Parameters After secondary

treatment (CPCB Dec

2016)

After tertiary

treatment

(CPHEEO 2013)

BOD5 (mg/L) <10 <10

COD (mg/L) <50 <50

TSS (mg/L) <10 ≤ 5

Total Nitrogen

(mg/L)

<10 <10

Total Phosphorous

(mg/L)

<2 <1

pH 6.5 – 8.5 6.5 – 8.5

Turbidity (NTU) - <2

Ammonical Nitrogen

(NH4-N)

<5 -

Residual chlorine - 0.3 – 0.5

Fecal Coliform,

(MPN/100ml)

< 230 Nil

4. Sewage treatment plant process

a. Technology consideration for treatment

The objective of wastewater treatment is to stabilize decomposable organic matter present in sewage

so as to produce an effluent and sludge, which can be disposed of in the environment without causing

pollution, health hazard and nuisance.


Annexure 3 - Page 4

The following treatment processes are evaluated for treatment of sewage with tertiary treatment for

reuse to gardening, irrigation, and pond top up.

Extended Aeration (EA)

Moving Bed Bioreactor (MBBR)

Sequence Batch Reactor (SBR)

Membrane Bio-Rector (MBR)

b. Basic parameters

One of the most challenging aspects of a sustainable Wastewater Treatment system design is the

analysis and selection of the treatment processes and technologies capable of meeting the

requirements. The process is to be selected based on required quality of treated sewage. While

treatment costs are important, other factors should also be given due consideration. For instance,

effluent quality, process complexity, process reliability, environmental issues and land requirements

should be evaluated and weighted against cost considerations. Important considerations for selection

of waste water treatment processes are given below:

Sewage generation;

Influent and effluent characteristics;

Area available;

Capable of absorbing hydraulic and organic shock loads;

Aesthetically acceptable;

Capable of producing specified effluent standards;

Health and safety aspects;

Ease of Expansion;

Capital and O & M cost.

A treatment system is essentially a combination of several unit operations and unit processes, each

one for removal or reduction of particular pollutant/s. In general process for treatment of domestic

sewage involves:

Primary Treatment (Screening, Oil & Grit Removal);

Secondary Treatment (Aerobic Biological Treatment and Secondary settling tank);

Tertiary Treatment (Disinfection by Chlorine, Pressure Sand Filter, Activated Carbon Filter, &

Ultra filtration.)

The Ultrafiltration system should be provided to get the desired SS concentration after tertiary

treatment as it is the requirement of treated sewage when reused for flushing. Also at the Outlet of

ultrafiltration system the Total Coliforms to be achieved as Not Detectable level.


Annexure 3 - Page 5

5. Sewage treatment plant

a. Introduction

The sewage treatment plant mainly consists of Primary Treatment, Secondary Treatment and Tertiary

Treatment. Treatment units such as receiving chamber, coarse screen, fine screen & equalization tank

will be designed for peak flows. These treatment processes will consist of following Units/Equipment.

Receiving Chamber

Coarse Screen Chamber.

Fine Screen Chamber.

Oil & Grease removal tank.

Equalization Tank along with pumps.

Secondary Biological Treatment

Settling Tank

Filter feed pump

Pressure Sand Filter and Activated carbon filter.

Filter Press Feed Pump and Filter Press for De-watering the sludge.

Chemical Dosing System.

Treated Sewage storage Tank along with pumps (tertiary treated water Pumping station).

a. TREATMENT PROCESSES INVOLVED IN STP:

PRIMARY TREATMENT PROCESS

Primary treatment process consisting of following Equipment’s / Units.

i. Coarse screening

The raw sewage being discharged to the proposed STP will first be received in the coarse screen

chamber. Sufficient numbers of screens with required configuration will be provided. Each screen

chamber will be designed for the peak flow. Opening size of coarse screen will 20 mm. The screens will

remove large floating objects present in the raw sewage, which will be trapped between the flats of the

bar screen. Screened sewage will then be discharged to fine screen chamber. The screening will reduce

the load on the successive units and at the same time, will avert clogging and wear-and-tear of moving

parts of pumps, resulting in improved performance of pumps.

ii. Fine screening

The sewage discharged from coarse screen chamber will then enter to the fine screen chamber.

Sufficient numbers of screens with required configuration will be provided. Each screen chamber will

be designed for the peak flow. Opening size of fine screen will 6 mm/10 mm as per configuration. The


Annexure 3 - Page 6

screen will remove small floating objects escaping the coarse screen provided prior to the equalization

tank, which will be trapped between the flats/perforations of the bar screen/punched hole screen. The

screened sewage will be taken into the next unit i.e. Equalization Tank. The screening will reduce the

load on the successive units and at the same time, will avert clogging and wear-and-tear of moving

parts of pumps, resulting in improved performance of pumps. Screenings removed from fine screens

will be collected in bags and will then be disposed off suitably to nearby solid waste treatment plant.

The sewage being discharged from the fine screen will then enter the Equalization Tank as mentioned

above.

iii. Equalization tank.

The equalization tank will perform dual function of homogenization of various sewage streams as well

as equalization of sewage. The various sewage streams will be discharged intermittently to the sewage

treatment plant; however, for better efficiency the sewage treatment plant working on biological

treatment principals will have to be operated continuously at uniform flow of the sewage at more or

less uniform concentration. The equalization tank will equalize incoming sewage both qualitatively as

well as quantitatively and will ensure uniform supply of equalized sewage to biological treatment

system at constant rate. The equalization tank will be designed for peak flow. The HRT of equalization

tank shall be 12 hrs at average flow. The equalization tank will be equipped with perforated pipe air

grid. The compressed air will be diffused into the contents of the equalization tank through

perforations provided on the laterals of pipe air grid. Diffused air will create agitation necessary for

homogenization of various sewage streams. Agitation created by diffused air will also keep suspended

solids in suspension. Oxygen introduced by diffused air into the contents of the equalization tank will

avoid septic conditions and will eliminate odour problem.

Sewage after screening will enter in equalization tank by gravity. Equalization tank consists of

sufficient number of submersible pumps with required configuration, which will pump equalized

effluent to the Oil & Grease Trap.

iv. Oil and grease trap

The oil & grease removal tank will be in the form of a long narrow channel where sufficiently long

detention period will be provided. Due to which free floating oil will start floating at the surface under

perfectly maintained quiescent conditions. The free floating oil & grease from the layer floating at the

surface will then be collected manually/mechanically in the waste oil & grease collection bin. In case

of long detention there may be chances of settling of organic solids to avoid loss of organic solids there

should be provision of organic return/vacuum pump in oil & grease trap. This pump will collect &

recirculate the organic solids and thereby avoiding loss of it. The oil & grease removal tank will be

provided with weir wall at the inlet and baffle wall at the outlet. Weir wall provided at the inlet will

ensure uniform distribution of influent whereas baffle wall provided at the outlet will not allow oil in

the floating layer to escape the oil removal tank. De-oiled & degreased sewage will be taken to the next

stage of STP. The primary treatment up to equalization tank should be common irrespective of

secondary biological treatment.


Annexure 3 - Page 7

SECONDARY TREATMENT PROCESS:

Secondary treatment process mainly consisting of Biological treatment and secondary settling.

Following are the various treatment options which can be used as secondary biological treatment

processes. These treatments were further elaborated as below,

Extended Aeration (EA)

Moving Bed Bioreactor (MBBR)

Sequence Batch Reactor (SBR)

Membrane Bio-Rector (MBR).

i. EXTENDED AERATION (EA)

The extended aeration process is similar to the conventional plug – flow process except that it

operates in the endogenous respiration phase of the growth curve, which requires a low organic

loading and long aeration time. Because of the long SRTs (20 to 30 d) and HRT (12 - 24 hr), aeration

equipment design is controlled by mixing needs and oxygen demand. The process is simpler since

primary settling tank and anaerobic digester are not required. Generally, secondary clarifiers are

designed at lower hydraulic loading rates than conventional activated sludge clarifiers for better

settlement of sludge. The Schematic for Extended Aeration Process is shown in Figure 1.

Figure 1: Schematic for Extended Aeration Process

Advantages of EA:

Good quality effluent is possible

Relatively less complicated design and operation


Annexure 3 - Page 8

Capable of treating shock loads

Well stabilized sludge.

Disadvantages of EA:

Aeration requires high energy

Relatively large aeration tanks

ii. MOVING BED BIOREACTOR (MBBR)

The MBBR is an aerobic attached growth process which uses cylindrical shaped polyethylene carrier

elements for biological growth. The moving media increases the contact time between the

microorganisms and the organics. Since the media has high porosity it provides large surface area for

microorganisms to attach and grow. It has excellent characteristics for BOD/ COD removal and

nitrification/ de-nitrification for all types of sewage. It is compact and requires comparatively lesser

space than the conventional system. The Schematic for Moving Bed Bioreactor Process is shown in

Figure 2.

Figure 2: Schematic for Moving Bed Bioreactor Process

Advantages of MBBR:

Provides long SRTs

Good quality effluent is produced with low SS and COD

The plant is compact

Disadvantages of MBBR:

Separate secondary settling tank required with sludge removal facility

The process is sensitive

iii. SEQUENTIAL BATCH REACTOR (SBR)


Annexure 3 - Page 9

The SBR is a fill and draw type of reactor system involving a single complete – mix reactor in which all

steps of the activated sludge process occur. For Waste Water Treatment with continuous flow, at least

2 basins are used so that one basin is in the fill mode while the other goes through react, solids settling

and effluent withdrawal modes. A SBR goes through a number of cycles per day; a typical cycle may

consist of 1.5 hr fill and aeration, 0.75 hr settling and 0.75 hr for withdrawal of supernatant. MLSS

remains in the reactor during all cycles, thereby eliminating the need for separate secondary

sedimentation tanks. Decanting of supernatant is accomplished by decanter mechanism. The HRT for

SBRs should be minimum14 hrs, based on influent flow rate and tank volume used. Aeration may be

accomplished by fine bubble diffusers. Sludge wasting occurs normally during settling period. The

complete operation is PLC controlled. The Schematic for Sequential Batch Reactor Process is shown in

Figure 3.

Figure 3: Schematic for Sequential Batch Reactor Process

Advantages of SBR:

Process is simplified, separate final clarifiers not required and intermittent return activated

sludge pumping is provided.

Compact facility.

Operation is flexible; nutrient removal can be accomplished by operational changes

Can be operated as a selector process to minimize sludge bulking potential.

Disadvantages of SBR:

High Peak flows can disrupt operation unless accounted for in design.

Higher maintenance skills required.



iv. MEMBRANE BIO REACTOR (MBR)

MBR technology is the combination of a high rate, activated sludge biological process with Ultra

filtration (UF) membranes for solids separation. The MBR technology has 2 alternatives:

Submerged MBR in Aeration basin.

MBR in separate tanks.

MBR is a two-step process that includes:

The bioreactor is where aerobic bacteria acts on the organic matter with the presence of dissolved

oxygen. The membrane filtration module based on Ultrafiltration (UF), separates the biomass and

bacteria from water.

In MBR system through the use of a permeate pump, vacuum is applied to a header connected to the

membranes. The vacuum draws the treated water through the membranes. Airflow is introduced to

the bottom of the membrane module, producing turbulence that scours the external surface of the

membranes. The scouring action transfers the rejected solids away from the membrane surface.

Wasted Sludge shall be collected in sludge sump and shall be pumped to filter press for dewatering

and the dewatered sludge has solid concentration of 18 to 20 percent dry solids.

In addition to membrane modules equipment’s such as permeate pumps, Back pulse pumps, air

blowers, PLC system and Chemical cleaning system and storage etc., are usually provided. There is no

need of secondary clarifiers or polishing filters. The Schematic for Membrane Bio-Reactor Process is

shown in Figure 4.

Figure 4: Schematic for Membrane Bio-Reactor Process

Advantages of MBR:

Higher mixed liquor suspended solids concentrations in MBRs (8000 – 15,000 mg/L) as

compared to the conventional process which allows only 1500 – 3000 mg/L MLSS.



Optimum control of the microbial population and flexibility in operation with excellent effluent

quality (COD removal: ≥ 95 %, BOD removal: ≥98 % and TSS removal: ≥ 99 %).

MBR operates at low F/M ratio and long SRT. This means less sludge production and better

sludge quality. Better sludge quality ultimately reduces sludge bulking.

Smaller foot print per unit of BOD loading or per unit feed flow rate. Ideal for expansion of

existing facilities without an increase in the footprint. The foot print of MBR based plant is 25 to

40% lesser than that of conventional treatment plants.

Capable of absorbing organic shock loads.

MBR serves as barrier to certain chlorine resistant pathogens such as Cryptosporidium and

Giardia.

Minimum odour.

Sludge yield is 20 – 40 % less as compared to conventional WWTP.

Disinfection requirements are reduced.

The effluent quality is suitable for recycle and reuse for flushing and gardening.

Process control is easier with automation.

Modular design for easy expansion.

Disadvantages of MBR:

High capital cost due to expensive membrane units.

O&M cost is high due to higher energy consumption, Chemical consumption and limited life of

membranes.

Extensive piping and valves are required.

Need to control membrane fouling.

Higher maintenance skill required for monitoring device and automation.

v. EVALUATION OF SECONDARY BIOLOGICAL TREATMENT PROCESSES

The evaluation of various treatment processes for Sewage Treatment is discussed in the following

sections. Various alternative processes are analyzed. The evaluation will be based on following

criteria’s:

Area requirement;

Power requirement;

6. O & M Cost. The comparison is based on Area requirement, Power requirement and O & M cost and it is up to

secondary treatment. The comparison of various treatment technologies options proposed for the STP

is as follows:


a. SELECTION OF SECONDARY TREATMENT PROCESSES

Following is the comparison of the various treatment technologies options for the proposed STP’s as shown in Table 4.

Table 4:Comparison of the various treatment technologies options for the proposed STP’s

COMPARISON OF VARIOUSTECHNOLOGIES FOR SEWAGE TREATEMT PLANT

Sr.No. PARAMETERS EXTENDED

AERATION

MOVING BED

BIOREACTOR (MBBR)

SEQUENTIAL BATCH

REACTOR (SBR)

MEMBRANE

BIOREACTOR (MBR)

A INLET DESIGN PARAMETERS

1 pH 6.5 -8.5 6.5 -8.5 6.5 -8.5 6.5 -8.5

2 Biological Oxygen Demand

(BOD) mg/l

250-350 250-350 250-350 250-350

3 Chemical Oxygen Demand

(COD) mg/l

450 -550 450 -550 450 -550 450 -550

4 Total Suspended Solids (TSS)

mg/l

350 -450 350 -450 350 -450 350 -450

5 Total Kjeldahl Nitrogen (TKN)

mg/l

40 -50 40 -50 40 -50 40 -50

6 Total Phosphorous (TP) mg/l 5-7 5-7 5-7 5-7

7 Oil and Grease mg/l 20 -30 20 -30 20 -30 20 -30

B EXPECTED OUTLET

PARAMETERS


1 pH

2 Biological Oxygen Demand

(BOD) mg/l

≤20 ≤20 < 10 < 5

3 Chemical Oxygen Demand

(COD) mg/l

≤ 100 ≤ 100 < 100 < 100

4 Total Suspended Solids (TSS)

mg/l

≤30 ≤30 < 10 < 5

5 Ammonical Nitrogen (NH4-

N) mg/l

≤ 1 ≤ 1 < 1 < 1

6 Nitrate Nitrogen (NO3-N)

mg/l

≤ 10 ≤ 10 < 10 < 10

7 Total Phosphorous (TP) mg/l ≤2 ≤2 < 2 < 2

8 Oil and Grease mg/l ≤10 ≤10 <10 <10

C PROCESS OPERATING

FEATURES

1 Process Type Aerobic,

Continuous.

Aerobic, Continuous. Aerobic, Batch Aerobic,

Continuous.

2 Automatic Control of

Operating Parameters

Not Possible. Not Possible. Monitoring of

Process Parameters

like Rate of Change

of Dissolved

Oxygen, Inflow and

Monitoring of

Process Parameters

like Rate of Change

of Dissolved

Oxygen, Inflow and


Outflow is

automatically done

by PLC

Outflow is

automatically done

by PLC

3 Treatment Efficiency 85 - 90%.

Requires Tertiary

Treatment to

achieve < 10 mg/l

BOD.

95%. Requires Tertiary

Treatment to achieve < 10

mg/l BOD.

98% of BOD

removal can be

achieved in single

stage.

98% of BOD

removal can be

achieved in single

stage.

4 Outlet Quality Meets Pollution

Control Board

(PCB) Norms.

Requires tertiary

treatment for

Reuse.

Meets Pollution Control

Board (PCB) Norms.

Requires tertiary

treatment for Reuse.

Quality good for

Reuse.

Quality good for

Reuse.

5 Replacement of System

components

No intermittent

replacement of

components is

required. M&E

equipment’s need

to be replaced

every 15-20 years.

MBBR media replacement

may be required

intermittent every 4 to 5

years. M&E equipment’s

need to be replaced every

15-20 years.

No intermittent

replacement of

components is

required. M&E

equipment’s need to

be replaced every

15-20 years.

Membranes need to

be replaced every @

5 years. M&E

equipment’s need to

be replaced every

15-20 years.

6 Level of Automation No Automation.

Fully Manual

Operation in

No Automation. Fully

Manual Operation in

almost all existing Plants.

Automatic

operation of SBR,

controlled by PLC

Automatic

operation of MBR,

controlled by PLC


almost all existing

Plants.

and Computer with

Manual Override.

and Computer with

Manual Override.

7 Ease during Shutdown /

Maintenance

Complete Plant to

be taken under

Shutdown while

Maintenance.

Complete Plant to be

taken under Shutdown

while Maintenance.

Standby Basin can

be taken Offline

while other Basin

shall cater to the

treatment

requirements.

Membrane modules

can be isolated and

the balance can

cater the treatment

flow.

8 Required Level of Operating

skill

Low Medium Medium High.

9 Area Requirements ,

m2/MLD

1100 550 550 450

10 Total capital costs, lacs

/MLD

108 108 115 300

11 E & M Works, % of total

capital costs

35 60 70 80

Conclusions: All the above processes are essentially variations of the Conventional Activated Sludge Process, which consists of an aerated biological

reactor followed by secondary sedimentation and recycle of the settled sludge back to the biological reactor. Considering area requirement, operating

flexibility, cost comparison, better quality of Effluent and reuse of treated wastewater; it is proposed to provide SBR technology for Sewage treatment

followed by tertiary treatment. Also, the proposed STP of 1MLD at the same location under Amrut Scheme is also of SBR technology; hence

recommended.

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