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Page 1: Nashik Municipal Corporation...6.1.1 Tapovan Zone 6-3 6.1.2 Agar Takali Zone 6-9 6.1.3 Chehadi Zone 6-11 6.1.4 Panchak Zone 6-13 Underground Sewerage System for Nashik City under JNNURM

Master Plan for Sewerage System (FINAL)

MWH India Private Limited 168, Udyog Bhavan Sonawala Road, Goregaon (East) Mumbai – 400 063. Tel : +91-22- 2686 7165 / 2686 1963 Fax : +91-22- 2686 7133

November 2009

Nashik Municipal Corporation Underground Sewerage Department

Page 2: Nashik Municipal Corporation...6.1.1 Tapovan Zone 6-3 6.1.2 Agar Takali Zone 6-9 6.1.3 Chehadi Zone 6-11 6.1.4 Panchak Zone 6-13 Underground Sewerage System for Nashik City under JNNURM

TABLE OF CONTENTS

Page 3: Nashik Municipal Corporation...6.1.1 Tapovan Zone 6-3 6.1.2 Agar Takali Zone 6-9 6.1.3 Chehadi Zone 6-11 6.1.4 Panchak Zone 6-13 Underground Sewerage System for Nashik City under JNNURM

Underground Sewerage System for Nashik City under JNNURM Master Plan Report – Final

i

Table of Contents

Executive Summary

1 INTRODUCTION 1-1 1.1 Background 1-1

1.2 Scope of Work 1-2

1.3 About this Report 1-2

1.4 About JNNURM Mission 1-3

1.4.1 The Mission 1-3

1.4.2 Objectives of the Mission 1-3

1.4.3 Scope of the Mission 1-3

1.5 Nashik City 1-4

1.5.1 Geographical Location and Topography 1-5

1.5.2 National and Regional Setting 1-5

1.5.3 Climatic Conditions 1-5

2 CITY PLANNING AND POPULATION 2-1 2.1 Introduction – City Development Plan 2-1

2.2 Understanding the Past and Existing Population 2-1

2.3 Population Growth Projections 2-3

2.4 Ward Wise Population 2-5

3 EXISTING SITUATION AND ANALYSIS 3-1 3.1 EXISTING SEWERAGE SYSTEM 3-2

3.1.1 Sewage Generation 3-3

3.2 Sewer Zones 3-3

3.2.1 Tapovan Sewerage Zone 3-5

3.2.2 Agar Takali Sewerage Zone 3-10

3.2.3 Chehadi Sewerage Zone 3-13

3.2.4 Panchak Sewerage Zone 3-14

3.2.5 Kamathwada Sewerage Zone: 3-15

3.2.6 Pimpalgaon Khamb Zone 3-16

3.2.7 Gangapur Sewerage Zone: 3-17

3.3 PUMPING STATIONS 3-17

3.4 Sewage Treatment Plants 3-20

3.4.1 STP at Tapovan 3-21

3.4.2 STP at Chehadi 3-24

3.4.3 STP at Panchak 3-25

4 DESIGN BASIS AND CRITERIA 4-1 4.1 Water Demand 4-1

4.2 Estimation of Sewage Flow 4-1

4.2.1 Design Period 4-1

4.2.2 Population Forecast 4-2

4.2.3 Flow Assumptions 4-2

4.2.4 Infiltration 4-2

4.2.5 Year Wise Sewage Flow 4-2

4.3 Peak Factors 4-3

4.4 Hydraulics of Sewers 4-3

4.4.1 Flow - Friction Formulae 4-3

4.4.2 Depth of Flow 4-4

4.4.3 Velocities 4-4

4.4.4 Sizing of Pipes and Slopes 4-5

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4.4.5 Minimum Depth of Cover 4-5

4.4.6 Maximum Depth of Sewer 4-5 4.5 Sewer Appurtenances 4-5

4.5.1 Manholes 4-5

4.5.2 Scraper Manholes 4-6

4.5.3 Drop Arrangement 4-6

4.5.4 Receiving Manhole at Pressure line Discharge 4-6

4.5.5 Pipe Selection 4-6

4.5.6 Structural Design of Buried Sewers 4-7

4.5.7 Type of Bedding 4-10

4.6 Rising Main 4-10

4.7 Sewage Pumping Stations 4-11

4.7.1 Design Year 4-11

4.7.2 Minimum Wet Well Capacity 4-11

4.7.3 Selection of Pumps 4-11

4.8 Sewage Treatment Plants 4-12

4.8.1 STP Capacities 4-12

4.8.2 Sewage Characteristics 4-12

4.8.3 Design years for STP 4-12

4.8.4 Selection of Treatment Scheme 4-13

4.8.5 Design criteria UASB followed by Aerobic Treatment 4-14

4.8.6 Design criteria for Activated Sludge Process 4-15

4.8.7 Design Criteria for Extended Aeration 4-16

4.8.8 Design Criteria for Sequential Batch Reactor 4-17

5 MASTER PLAN PROPOSAL FOR SEWERAGE NETWORK 5-1 5.1 Tapovan Sewerage Zone 5-4

5.1.1 Tapovan sewerage Zone 5-4

5.1.2 Makhamalabad sewerage Zone 5-8

5.2 Agar Takali Sewerage Zone 5-9

5.2.1 Nasardi Sub Sewerage Zone 5-9

5.2.2 Takali Sub Sewerage Zone: 5-12

5.3 Chehadi Sewerage Zone: 5-14

5.3.1 Vihitgaon Sub Sewerage Zone 5-15

5.3.2 Chadhegaon Sub Sewerage Zone 5-16

5.4 Panchak Sewerage Zone 5-17

5.4.1 Dasak Panchak Sub Sewerage Zone 5-17

5.4.2 Panchak Sub Sewerage Zone: 5-18 5.5 Kamathwada Sewerage Zone 5-19

5.6 Pimpalgaon Khamb Zone 5-20

5.7 Gangapur Sewerage Zone 5-21

5.7.1 Gangapur sub sewerage zone 5-22

5.7.2 Chikhali Nalla sub sewerage zone 5-22

5.8 Summary of sewerage network: 5-23

6 MASTER PLAN PROPOSAL FOR PUMPING STATIONS AND SEWAGE

TREATMENT PLANTS 6-1 6.1 Master Plan Proposal for Pumping Stations 6-2

6.1.1 Tapovan Zone 6-3

6.1.2 Agar Takali Zone 6-9

6.1.3 Chehadi Zone 6-11

6.1.4 Panchak Zone 6-13

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6.1.5 Kamathwada Zone 6-16

6.1.6 Pimpalgaon Khamb Zone 6-16 6.1.7 Gangapur Zone 6-17

6.1.8 Summary of Pumping Stations 6-18

6.2 Master Plan Proposal for Sewage Treatment Plants 6-20

6.2.1 Existing STPs 6-21

6.2.2 Proposed STPs 6-22

7 OPERATION AND MAINTENANCE ASPECTS 7-1 7.1 General 7-1

7.1.1 Types of Maintenance 7-1

7.2 O & M of Sewers 7-1

7.2.1 Sewer Cleaning Options 7-2

7.2.2 Sewer Cleaning Programme 7-4

7.2.3 Capital Cost of Sewer Maintenance 7-8

7.2.4 Operating Cost of Sewer Maintenance 7-9

7.3 O & M of Sewage Pumping Stations 7-10

7.3.1 Maintenance of Pumps 7-10

7.4 O & M of Sewage Treatment Plants 7-16

7.5 O & M Cost 7-18

8 BLOCK COST ESTIMATES 8-1 8.1 Abstract of Capital Cost 8-1

8.2 Block Cost for Sewerage Network 8-2

8.3 Block Cost for Pumping Stations 8-2

8.4 Block Cost for Pumping Stations 8-3

Page 6: Nashik Municipal Corporation...6.1.1 Tapovan Zone 6-3 6.1.2 Agar Takali Zone 6-9 6.1.3 Chehadi Zone 6-11 6.1.4 Panchak Zone 6-13 Underground Sewerage System for Nashik City under JNNURM

EXECUTIVE SUMMARY

Page 7: Nashik Municipal Corporation...6.1.1 Tapovan Zone 6-3 6.1.2 Agar Takali Zone 6-9 6.1.3 Chehadi Zone 6-11 6.1.4 Panchak Zone 6-13 Underground Sewerage System for Nashik City under JNNURM

Underground Sewerage System for Nashik City under JNNURM Master Plan Report

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Executive Summary

Introduction

Nashik, an ancient historical city, is one of the important cities in the state of Maharashtra and an

important pilgrim centre in India. The city also governs business importance due to the regional

linkage. Nashik is situated on the transportation network runs between the nations political and

business capital. It is also connected to other major cities of Maharashtra, such as Mumbai, Pune,

Aurangabad, etc. by an excellent road network. City has immense potential for industrial,

commercial and urban development.

Nashik has grown on both sides of River Godavari. Ramkund is one of the holiest places in India

and pilgrims carry out religious activities through out the year. Kumbh mela is the most religious

function held after every 12 years at Nashik.

Nashik Municipal Corporation area is located between 190-55’ and 200-05’ North Latitude and

730-42’ and 73

0-55’ East longitude. It is situated on the Eastern slopes of the North-South

Sahyadri Ranges at 565 metres above MSL. The Nashik Town lies on both sides of the Godavari.

Old Nashik is situated on the low lying bank of Godavari. Around 259 sq. km. (25,900 Ha) of

land is under the control of Nashik Municipal Corporation. This 259 sq.km land has been divided

in to 108 wards in order to ensure effective and efficient administration.

Nashik Municipal Corporation (NMC) is making sustained efforts since its inception from 1982

to develop the infrastructure facilities, which catalyses the development process of the city as a

whole. In the development process, sewerage is the critical and most important part of the

infrastructure which has been given prime focus by NMC.

M/s. MWH India Pvt. Ltd (MWH), Mumbai, is appointed by NMC to prepare Master Plan for

underground sewerage scheme under Jawaharlal Nehru National Urban Renewal Mission

(JNNRUM). The consultancy assignment includes for preparation of master plan for sewerage

scheme for entire Nashik City including sewerage network, raw sewage pumping stations and

sewage treatment plants.

Page 8: Nashik Municipal Corporation...6.1.1 Tapovan Zone 6-3 6.1.2 Agar Takali Zone 6-9 6.1.3 Chehadi Zone 6-11 6.1.4 Panchak Zone 6-13 Underground Sewerage System for Nashik City under JNNURM

Underground Sewerage System for Nashik City under JNNURM Master Plan Report

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Scope of Work

The Master Plan excluding MIDC area is to be prepared with respect to projected requirement for

the year 2041 considering Nashik city as whole.

1. Deciding distribution of projected population for various areas under project for year 2026 &

2041.

2. Analysing existing sewer network as well as sewer network under execution as per Phase 1

and Phase 2 projects for condition and capacity and identifying augmentation requirements

for year 2041 requirement.

3. Examining with integrated approach for city as a whole, options of conveyance and treatment

to decide optimal and workable proposals.

4. Analysing condition and capacity of existing pumping station civil structures and

conceptualizing proposals for suitable additions w.r.t. year 2041 requirement.

5. Analysing condition and capacity of existing pumping machineries, rising mains & STP and

conceptualizing proposals for suitable additions w.r.t. year 2041 requirement.

Population Projection

Population changes in the city occur in three ways: (a) by birth, (b) by deaths and (c) by

migration of people to and from other areas. Owing to the better residential and employment

opportunities available in the cities, there is a net gain in the population of any growing urban

area from migration of people from adjacent rural areas. Depending on many factors, the growth

of a city exhibits a certain pattern in population gain over a period of time. If similar situation is

likely to prevail in future, then population forecasting can be made by suitably extrapolating the

past population growth trends with various statistical methods. This is the basic assumption of

any population projection.

The population of Nashik has recorded the highest growth rate between the years 1941-51. The

growth rate during this decade was about 85%. This high growth rate was basically due to the

partition of India at that time. The population growth started rising steadily after 1961 and

Nashik recorded more than the average growth rate for India for the last two decades. The growth

rate of 63% was recorded for the year 1971-1981 which also continued for the 1981-1991

decade. In the year 2001 Nashik became a city of million plus population. The average decadal

Page 9: Nashik Municipal Corporation...6.1.1 Tapovan Zone 6-3 6.1.2 Agar Takali Zone 6-9 6.1.3 Chehadi Zone 6-11 6.1.4 Panchak Zone 6-13 Underground Sewerage System for Nashik City under JNNURM

Underground Sewerage System for Nashik City under JNNURM Master Plan Report

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increase for Nashik has been higher as compared to the National growth rate (21.3%), which is

attributed mainly to the rapid urbanisation of the city.

Nashik is a growing town and has vast scope for expansion. The population within Nashik

Municipal Corporation limit area has increased from 1,48,573 in the year of 1951 to 10,77,236 in

2001. The population as per the Census record is as given below. On an average the growth rate

in the city has been of the order of 49.06%.

The growth trends for the past five decades for Nashik city is presented in the table below:

Census Year Population of

Nashik City in

lakhs

1951 1.49

1961 2.01

1971 2.74

1981 4.32

1991 6.57

2001 10.77

The population for 2011 has been forecasted by the Straight Line method as stipulated in the

CPHEEO guidelines. The population for the years 2021, 2031 and 2041have been calculated by

the Graphical Method. The Population figures stated in the table below have been adopted for

design purposes.

Year Population Decadal Growth%

1971 2,74,482 -

1981 4,32,044 57.40

1991 6,56,925 52.05

2001 10,77,236 63.98

2011 17,50,000 62.00

2021 25,96,278 48.50

2031 37,50,000 44.25

2041 48,50,000 29.33

Page 10: Nashik Municipal Corporation...6.1.1 Tapovan Zone 6-3 6.1.2 Agar Takali Zone 6-9 6.1.3 Chehadi Zone 6-11 6.1.4 Panchak Zone 6-13 Underground Sewerage System for Nashik City under JNNURM

Underground Sewerage System for Nashik City under JNNURM Master Plan Report

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Existing Situation

There are six (6) existing sewage pumping stations which are as Old Ganeshwadi, New

Ganeshwadi, Takali, Kapila, Chehadi and Panchak Pumping presented in the following table.

Sr. Name of Pumping

Station

No. of

Pumps

Capacity Diameter

of Rising

main in

mm

Length of

Rising

main in

km.

1 Old Ganeshwadi (3 + 1) 17.33 MLD, 160 HP

700

2.7 (1 + 1) 10 MLD, 80 HP

2 New Ganeshwadi (2 + 1) 45 MLD, 400 HP

800

2.5 (1 + 1) 22.5 MLD, 160 HP

3 Takali (2 + 1) 21 MLD, 80 HP

700

2.0 (1 + 1) 10.5 MLD, 30 HP

4 Kapila (2 + 1) 7.5 MLD, 50 HP

350

0.5 (1 + 1) 3.75 MLD, 25 HP

5 Chehadi 5 nos. 19.5 MLD, 120 HP 700 0.5

6 Panchak (2 + 1) 7.5 MLD, 40 HP 300 0.5

Page 11: Nashik Municipal Corporation...6.1.1 Tapovan Zone 6-3 6.1.2 Agar Takali Zone 6-9 6.1.3 Chehadi Zone 6-11 6.1.4 Panchak Zone 6-13 Underground Sewerage System for Nashik City under JNNURM

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The following pumping stations are proposed to be constructed under Package-1 of JNNURM

sewerage project.

Sr. No. Name of Pumping Station Average capacity in MLD

1 New Kapila 52.00

2 Nandur Dasak 36.50

3 Agar Takali 210.00

Existing Sewage Treatment Plant

There are three existing sewage treatment plants in Nashik City. The details of the treatment

plants are as follows:

Sr. No Location Average Capacity

(MLD)

Treatment Process scheme

1 Tapovan 78.00 UASB followed by Facultative Aerated Lagoon

2 Chehadi 22.00 UASB followed by Facultative Aerated Lagoon

3 Panchak 7.50 Activated sludge process

In addition to the above STP’s, there are three more existing STPs namely Bhujbal Farm,

Morwadi and Untwadi in CIDCO area of Nashik. These STPs are very old and need major

renovation. Thickly populated residential areas also surround the above STP’s. The residents

staying around the treatment plant complain of bad odour most of the time. This makes it very

difficult for them to stay around the STPs. Hence it is proposed to discard these small STP’s and

divert the flow of CIDCO area to Agar Takali sewerage zone by gravity sewer network.

There are four STPs which are under construction.

Sr.

No.

Location Average Capacity

(MLD)

Treatment Process scheme

1 Agar Takali 70.00 Activated Sludge Process

2 Tapovan 52.00 UASB followed by Facultative Aerated Lagoon

3 Chehadi 20.00 Activated Sludge Process

4 Panchak 21.00 Activated Sludge Process

Page 12: Nashik Municipal Corporation...6.1.1 Tapovan Zone 6-3 6.1.2 Agar Takali Zone 6-9 6.1.3 Chehadi Zone 6-11 6.1.4 Panchak Zone 6-13 Underground Sewerage System for Nashik City under JNNURM

Underground Sewerage System for Nashik City under JNNURM Master Plan Report

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Design Years

for Master Plan : 2041 (Ultimate Design year)

for sewerage system : 2041

for Pumping station (Civil) : 2041

for Pumping station (E & M) : 2026

for Sewage Treatment Plant : 2026

(Civil, E&M)

Total Water Demand

Year Population Population

in slums

water

requirement

for

population

connected

at 150 lpcd

Water for

slums at

40 lpcd

Institutional

Demand

Fire

Demand

Floating

Population

Demand

Total

water

demand

at

Consumer

end

system

losses

at

15%

Total

water

Demand

Say

lakhs lakhs MLD MLD MLD MLD MLD MLD MLD MLD MLD

2006 13.50 1.6 178.50 6.40 24.00 4.00 4.00 216.90 32.54 249.44 250

2011 17.50 0.8 250.50 3.20 31.00 5.00 5.00 294.70 44.21 338.91 339

2016 21.45 0.5 314.25 2.00 35.00 5.75 5.75 362.75 54.41 417.16 418

2021 26.00 0.3 385.50 1.20 40.00 5.75 5.75 438.20 65.73 503.93 504

2026 31.75 0.3 471.75 1.20 44.00 6.00 6.00 528.95 79.34 608.29 609

2031 37.50 0.3 558.00 1.20 48.00 6.00 6.00 619.20 92.88 712.08 713

2041 48.50 0.3 723.00 1.20 62.00 6.00 6.50 798.70 119.81 918.51 919

Total Sewage Generation

Year Water

requirement

for population

connected at

150 lpcd

Water for

slums at 40

lpcd

Institutional

Demand

Floating

Population

Demand

Total water

demand at

Consumer

end

Sewage

generation

(80% of

the water

supply)

Total

sewage

with 5%

infiltration

2006 178.50 6.40 24.00 4.00 212.90 170.32 178.84

2011 250.50 3.20 31.00 5.00 289.70 231.76 243.35

2016 314.25 2.00 35.00 5.75 357.00 285.60 299.88

2021 385.50 1.20 40.00 5.75 432.45 345.96 363.26

2026 471.75 1.20 44.00 6.00 522.95 418.36 439.28

2031 558.00 1.20 48.00 6.00 613.20 490.56 515.09

2041 723.00 1.20 62.00 6.50 792.70 634.16 665.87

Proposed Pumping Stations

The following pumping stations are proposed to be constructed under Package-2 of JNNURM

sewerage project.

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1. Flow from Gangapur road pumping station is to be discharged into Makhamalabad relief

sewer till 2021.

2. Untwadi pumping station flow discharging into Takali relief sewer until year 2021.

Sr. No. Location Corresponding

STP

Average Capacity for (MLD)

Civil work

(Year

2041)

E & M work

Package-

1

E & M work

Package-

2

Add E & M work

(Year

2041)

Tapovan Zone

1 New Kapila Tapovan 52.00 30.00 - 48.00

Makhamalabad Zone

2 Gangapur Road Makhamalabad 25.00 - 17.00 8.00

3 Mate Nursery Makhamalabad 3.00 3.00 - -

4 Makhamalabad

STP

Makhamalabad 14.00* - - -

5 Makhamalabad

Nallah

Makhamalabad 8.00* - - -

Agar Takali Zone

6 Agar Takali Agar Takali 70.00 70.00 - 67.00

7 Nasardi Sangam Agar Takali 40.00 - 30.00 10.00

8 Bhadrakali Agar Takali 14.00 - 10.00 4.00

Chehadi Zone

9 Chehadi Chehadi 52.00 32.00 - 38.00

10 Chadhegaon Chehadi 3.00 3.00 - -

Panchak Zone

11 Dasak Panchak Panchak 36.50 23.00 - 18.50

12 Manur Panchak 55.00 30.00 - 25.00

Kamathwada Zone

13 Untwadi Kamathwada 28.00 - 28.00 Nil

14 Kamathwada Kamathwada 28.00 - - 28.00

Pimpalgaon Khamb Zone

15 Pimpalgaon

Khamb

Pimpalgaon

Khamb

55.00+ - - 55.00

Gangapur Zone

16 Chikhali Nalla Makhamalabad 25.00 - 13.00 12.00

17 Gangapur Gangapur 4.50 - 4.50 Nil

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* These sewage pumping stations will be taken for construction in the year 2021 AD.

+ This sewage pumping station is pending as land acquisition is in process by NMC.

Sewage Treatment Plants

The following sewage treatment plants are proposed to be constructed under JNNURM sewerage

project.

Sr.

No.

Location Average Capacity (MLD)

Existing Under

construction

Package-1

Upto

year

2026

Packa

ge-2

Upto

year

2041

Total Land

requirement

for Packages

1&2

(Ha)

1 Tapovan 78.00 52.00 0.00 9.00 139.00 NMC land

2 Makhamalabad 0.00 0.00 27.00* 18.00 45.00 7.00

4 Agar Takali 0.00 70.00 40.00 67.00 177.00 NMC land

5 Chehadi 22.00 20.00 0.00 28.00 70.00 NMC land

6 Panchak 7.50 21.00 32.00 43.00 103.50 NMC land

7 Kamathwada 0.00 0.00 36.00* 18.00 54.00 6.50

8 Pimpalgaon

Khamb

0.00 0.00 32.00+ 22.50 54.50 8.00

9 Gangapur 0.00 0.00 18.00 10.50 28.50 3.50

Total 107.50 163.00 185.00 216.00 671.50

* These plants will be taken for construction in the year 2021 AD.

+ This plant is pending as land acquisition is in process. Land is presently not in possession of

NMC.

Proposed Treatment Schemes

The selection of a particular type of treatment depends upon the techno-economic feasibility of

the process selected for the treatment. The techno-economic feasibility can be attributed to the

following parameters:

• Simple to construct and operate,

• Ability to handle strong sewage within short detention time,

• Minimum capital and operation cost,

• Possibility of cost recovery,

• Minimum land requirement,

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• Ability to treat upto the prescribed discharge standards,

• Minimum odour, flies and other nuisance, and

• General acceptance to the people in the vicinity of the STP.

There are many treatment processes available however due to constraints of land available only

following treatment technologies are considered for techno-commercial evaluation for all

proposed STPs.

1. Option 1: UASB followed by Aerobic Treatment (UASB + Aerobic treatment)

2. Option 2: Activated Sludge Process (ASP)

3. Option 3: Extended Aeration (EA)

4. Option 4: Sequential Batch Reactor (SBR)

Block Cost Estimates

It is quite understandable, exact costing of all components such as sewerage network, pumping

station and treatment plants would depend upon detailed process design, hydraulics, survey,

design parameters, etc. However in order to give NMC an indication on the financial aspects

under master plan report, the block cost estimates based on the prevailing market rates and

experience of the consultants is given below. The reader should bear in mind that variations are

possible in this cost.

While working on block cost estimates, design year for sewer network is considered as 2041, for

pumping stations it is 2041 (E & M for 2026) and for sewage treatment plants it is 2026.

Sr. No. Components Capital Cost

(Rs. in Crores)

1 Sewerage Network 171.22

2 Sewage Pumping Stations 72.15

3 Sewage Treatment Plants 132.65

Total 376.02

Contingencies (3%) 11.28

Total 387.30

The above cost does not include the cost for operation and maintenance (O & M). The annual

O & M cost will be worked in the Detailed Project Report based on detailed engineering.

Page 16: Nashik Municipal Corporation...6.1.1 Tapovan Zone 6-3 6.1.2 Agar Takali Zone 6-9 6.1.3 Chehadi Zone 6-11 6.1.4 Panchak Zone 6-13 Underground Sewerage System for Nashik City under JNNURM

CHAPTER 1 :

INTRODUCTION

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1 INTRODUCTION

1.1 BACKGROUND

Nashik Municipal Corporation (NMC) is making sustained efforts since its inception from 1982

to develop the infrastructure facilities, which catalyses the development process of the city as a

whole. In the development process, sewerage is the critical and most important part of the

infrastructure which has been given prime focus by NMC.

NMC has developed a two phase sewerage project, Phase I and Phase II, to provide full-fledged

sewerage facility. The Detailed Project Report (DPR) for Phase I have been prepared by M/s.

WAPCOS, New Delhi. The part of the sewerage project under Phase I with an estimated cost of

Rs.158.38 crores is nearing to completion.

M/s. CES, Mumbai prepared the DPR under Godavari Action Plan for the Phase II in the year

2000. The project area covers the part of city not included in Phase I. The project area under

Phase II is divided in six zones and 14 villages. Sewerage system under Phase II is designed for

the year 2031. The estimated cost of this phase is Rs. 132.45 crores.

M/s. MWH India Pvt. Ltd (MWH), Mumbai, was appointed by NMC as consultants for detailed

engineering, tender documentation, evaluation of bid and providing engineering support to NMC

during execution for the remaining works under Phase I and the works proposed under Phase II.

The consultancy assignment was limited majority for execution of existing and proposed

pumping stations, rising mains and for sewage treatment plants.

M/s. MWH is again appointed by NMC to prepare Master Plan for underground sewerage

scheme under Jawaharlal Nehru National Urban Renewal Mission (JNNRUM). The consultancy

assignment includes for preparation of master plan for sewerage scheme for entire Nashik City

including sewerage network, raw sewage pumping stations and sewage treatment plants.

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1.2 SCOPE OF WORK

The Master Plan excluding MIDC area is to be prepared with respect to projected requirement for

the year 2031 considering Nashik city in totality. Subsequently NMC changed the design year to

year 2041. The scope of design services includes:

1. Deciding distribution of projected population for various areas under project for year 2021 &

2041.

2. Analysing existing sewer network as well as sewer network under execution as per Phase 1

and Phase 2 projects for condition and capacity and identifying augmentation requirements

for year 2041 requirement.

3. Examining freshly, with integrated approach for city as a whole, options of conveyance &

treatment to decide optimal and workable proposals.

4. Analysing condition and capacity of existing pumping station civil structures &

conceptualizing proposals for suitable additions w.r.t. year 2041 requirement.

5. Analysing condition and capacity of existing pumping machineries, rising mains & STP and

conceptualizing proposals for suitable additions w.r.t. year 2041 requirement.

6. Delineating the components of works to be covered under scope of various DPRs.

1.3 ABOUT THIS REPORT

Master Plan is prepared for entire Nashik City. Based on the existing water supply and sewerage

system, population projection sewerage master plan is to be prepared.

The Master Plan includes following chapters.

Chapter 1: Introduction

Chapter 2: City Planning and Population

Chapter 3: Existing Situation and Analysis

Chapter 4: Design Basis and Criteria

Chapter 5: Master Plan Proposal for Sewerage Network

Chapter 6: Master Plan Proposal for SPS and SPT

Chapter 7: O & M Aspects

Chapter 8: Block Cost Estimates

Chapter 9: Institution and Financial aspect for Master Plan

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1.4 ABOUT JNNURM MISSION

1.4.1 The Mission

Mission Statement: The aim is to encourage reforms and fast track planned development of

identified cities. Focus is to be on efficiency in urban infrastructure and service delivery

mechanisms, community participation, and accountability of ULBs / Parastatal agencies towards

citizens.

1.4.2 Objectives of the Mission

1. The objectives of the JNNURM are to ensure that the following are achieved in the urban

sector;

2. Focussed attention to integrated development of infrastructure services in cities covered

under the Mission;

3. Establishment of linkages between asset-creation and asset-management through a slew of

reforms for long-term project sustainability;

4. Ensuring adequate funds to meet the deficiencies in urban infrastructural services;

5. Planned development of identified cities including peri-urban areas, outgrowths and urban

corridors leading to dispersed urbanisation;

6. Scale-up delivery of civic amenities and provision of utilities with emphasis on universal

access to the urban poor;

7. Special focus on urban renewal programme for the old city areas to reduce congestion; and

8. Provision of basic services to the urban poor including security of tenure at affordable prices,

improved housing, water supply and sanitation, and ensuring delivery of other existing

universal services of the government for education, health and social security.

1.4.3 Scope of the Mission

The mission comprises of two sub-missions, namely:

1. Sub-Mission for Urban Infrastructure and Governance:

This will be administered by the Ministry of Urban Development through the Sub- Mission

Directorate for Urban Infrastructure and Governance. The main thrust of the Sub-Mission

will be on infrastructure projects relating to water supply and sanitation, sewerage, solid

waste management, road network, urban transport and redevelopment of old city areas with a

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view to upgrading infrastructure therein, shifting industrial and commercial establishments to

conforming areas, etc.

2. Sub-Mission for Basic Services to the Urban Poor:

This will be administered by the Ministry of Urban Employment and Poverty Alleviation

through the Sub-Mission Directorate for Basic Services to the Urban Poor. The main thrust

of the Sub-Mission will be on integrated development of slums through projects for

providing shelter, basic services and other related civic amenities with a view to providing

utilities to the urban poor.

1.5 NASHIK CITY

Nashik, an ancient historical city, is one of the important cities in the state of Maharashtra

renowned for pilgrimage. The city also governs business importance due to the regional linkage.

Nashik is situated on the transportation network runs between the nations political and business

capital. It is also connected to other major cities of Maharashtra, such as Mumbai, Pune,

Aurangabad etc by an excellent road network. City has immense potential for industrial,

commercial and urban development.

Nashik is an important pilgrim centre in India. It has grown on both sides of River Godavari.

Ramkund is one of the holiest places in India and pilgrims carry out religious activities through

out the year. Kumbh mela is the most religious function held after every 12 years at Nashik.

The erstwhile Nashik Municipal Council was established in May 1864. In 1965 it was upgraded

to an “A” class Municipal Council. Nashik Municipal Corporation was established in the year

1982. The Corporation limit includes area of three erstwhile municipal councils (Nashik

Municipal Council, Nashik Road Deolali Municipal Council, Satpur Municipal Council) and

surrounding 19 villages.

Around 259 sq. km. (25,900 Ha) of land is under the control of Nashik Municipal Corporation.

This 259 sq.km land has been divided in to 108 wards in order to ensure effective and efficient

administration.

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1.5.1 Geographical Location and Topography

Nashik Municipal Corporation area is located between 190-55

’ and 20

0-05

’ North Latitude and

730-42’ and 73

0-55’ East longitude. It is situated on the Eastern slopes of the North-South

Sahyadri Ranges at 565 metres above MSL. The Nashik Town lies on both sides of the Godavari.

Old Nashik is situated on the low lying bank of Godavari.

All new developments are however on higher grounds. The river Darna forms the South-Eastern

boundary of the Corporation area to which its tributary Waldevi meets near Chehedi. The river

Nasardi flows through the corporation area from west to east and joins Godavari near Takali.

1.5.2 National and Regional Setting

Nashik is the Divisional headquarters of the newly constituted Nashik Administrative Division.

The city is located on the Delhi Broad Gauge Railway Line on the Bombay - Bhusawal section.

Bombay-Agra National Highway No.3 passes through the city. National Highway No.50

between Nashik and Pune connects the city to important Towns/Districts of Maharashtra. There

are several other roads connecting Nashik with other important towns of Maharashtra and other

states, Jalgaon district is located to the East and North-East of Nashik. On the West is Dang

District of Gujarat while on the North is Dhule District. Ahmednagar is to the south. Thane

district to the South West and West and Aurangabad district to the South-East.

There are two airstrips near Nashik, one at H.A.L. Ozhar and the other opposite Upnagar. The

Upnagar airstrip is with the Civil Aviation Department and is in use at present.

1.5.3 Climatic Conditions

The monthly maximum temperature reported to have been recorded in May 1984 was 38.50C and

monthly average minimum temperature recorded in Jan ‘1984 was 9.50C. The weather is cold

from December to February and is hot / dry from March to May. Rainy / monsoon season from

June to September is due to South - West Monsoon. The weather is fair after the rainy season i.e.

in October and November. In general climate of Nashik is dry and conducive to health.

The average rainfall is about 700 mm falling in about 50 rainy days in year. Relative humidity is

maximum 62% and minimum 43.65 %.

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CHAPTER 2 :

CITY PLANNING AND

POPULATION

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2 CITY PLANNING AND POPULATION

2.1 INTRODUCTION – CITY DEVELOPMENT PLAN

The City Development Plan (CDP) for Nashik city has been prepared by the Nashik Municipal

Corporation in an articulate manner. The plan horizon considered is for a period of 25 years viz.

2006 to 2041. The CDP has assessed and discussed the current situation of the city. It focuses on

the major issues related to city development and also speaks about the City’s Vision and strategy

options for identifying specific projects and their implementation in the appropriate manner.

The major thrust areas covered in the CDP are infrastructure projects relating to water supply,

sanitation, sewerage, solid waste management, road network, urban transport, redevelopment of

old city areas etc.

2.2 UNDERSTANDING THE PAST AND EXISTING POPULATION

The population of Nashik has recorded the highest growth rate between 1941 - 51. The Growth

rate during this decade was about 85%. This growth rate was basically due to the partition of

India at that time. The population growth started rising steadily after 1961 and Nashik recorded

more than the average growth rate for India for the last two decades. The growth rate of 63% was

recorded for the year 1971-1981 which also continued for the 1981-1991 decade. Nashik became

a million plus city in the year 2001. The average decadal increase for Nashik has been higher

than the National growth rate (21.3%), which is attributed mainly to the rapid urbanisation of the

city.

The Growth trends for the past 5 decades for Nashik city is given in the table below:

Table 2.1: Growth Trends for Nashik in the past 5 decades

Census Year Population of

Nashik City in

lakhs

1951 1.49

1961 2.01

1971 2.74

1981 4.32

1991 6.57

2001 10.77 Source: CDP of NMC under JNNURM

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Fig 2.1 : Comparison of Growth Trends of Nashik City for the past 5 decades

Nashik is a growing town and has vast scope for expansion. The population of Nashik Municipal

Corporation limit area increased from 1,48,573 in the year of 1951 to 10,77,236 in 2001. The

population as per the Census record is given in Table 2.1. On an average, the growth rate in the

city has been of the order of 49.06%.

Figure 2.2 : Map of Nashik District

1.49 2.01

2.74

4.32

6.57

10.77

-

2.00

4.00

6.00

8.00

10.00

12.00

1951 1961 1971 1981 1991 2001

Population in Lakhs

Year

Population

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Table 2.2 : Population as per Census record

Decadal Year Population

1951 1,48,573

1961 2,00,814

1971 2,74,482

1981 4,32,044

1991 6,56,925

2001 10,77,236

Source : Census, Government of India

Figure 2.3 : Graphical Representation of Population Vs. Decadal Year as per Census

record

2.3 POPULATION GROWTH PROJECTIONS

For every city, planning in anticipation of future population is much necessary. Parameters of

infrastructure are directly or indirectly dependent on the population. Number of indicators are

related to the population. Demand assessment of the population can indicate the facilities that are

existing and those that are to be created. Money and manpower inputs are decided on the future

population.

As the decisions of importance are to be taken by the management based on the analysis of the

population growth. Anticipated population at various stages of the development is very important

0

200000

400000

600000

800000

1000000

1200000

1951 1961 1971 1981 1991

Population

Population

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parameter to decide the dimension of the developing infrastructure. It is very interesting

phenomenon that demand always supersedes the provisions till the saturation stage is achieved.

Apart from the increase in the existing population in natural way migrants are attracted to the city

because of better living. Industries and commerce also gets larger inputs in the better-managed

city. Hence, for the developing city infrastructure should be planned on higher side.

The population for 2011 has been forecasted by the Straight Line method as stipulated in the

CPHEEO guidelines. The population for the years 2021 and 2031 have been calculated by the

Graphical Method. The population figures stated in the table below have been adopted for design

purposes.

Table 2.3 : Projected Population Vs Decadal Year

Year Population Decadal Growth%

1971 2,74,482 -

1981 4,32,044 57.40

1991 6,56,925 52.05

2001 10,77,236 63.98

2011 17,40,413 61.56

2021 25,96,278 49.18

2031 37,50,000 44.25

2041 48,50,000 29.33

Source: Water Supply Master Plan

Figure 2.4: Graphical Representation of Projected Population Vs. Decadal Year as per CDP

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2.4 WARD WISE POPULTAION

The total city population for each key year is divided into 108 wards based on the growth rate of

each ward. Growth rate was finalised based on development and developable area of each ward.

The summary of the ward wise population for the key years is as follows,

Table 2.4: Ward wise Population for Key Years

Ward

No

Area Developable

area

2001 2026 2041

(Ha) (Ha)

1 1647.92 1383.9 9,775 1,27,306 2,14,231

2 147.67 130.44 10,196 26,088 39,132

3 1603.14 1480.62 9,101 84,383 1,71,271

4 2612.99 2183.45 9,314 1,77,241 3,25,667

5 431.2 376.11 9,977 75,222 1,12,833

6 242.5 155.86 10,824 31,172 46,758

7 732.04 697.39 10,101 75,712 1,28,128

8 59.06 55.21 9,843 16,563 22,084

9 12.46 10.3 9,106 10,017 12,048

10 9.09 9.09 9,306 10,237 11,260

11 117.26 56.8 9,737 17,040 22,720

12 230.23 159.23 9,277 30,591 61,516

13 1474.65 1335.18 9,342 1,16,308 2,09,426

14 502.92 466.47 9,468 41,168 73,914

15 49.26 31.97 9,468 10,731 13,928

16 17.27 11.5 9,504 10,454 11,500

17 26.29 22.32 9,582 16,794 19,026

18 29.11 21.02 10,340 12,773 14,192

19 31.03 30.53 9,183 12,801 15,854

20 24.74 24.74 10,749 12,370 13,607

21 569.31 569.31 10,755 41,951 79,705

22 119.77 75.54 9,461 22,662 30,216

23 124.92 108.76 10,444 32,628 43,504

24 212.55 188.99 10,209 21,961 36,433

25 498 418.2 9,192 64,216 1,00,500

26 105.7 92.8 10,337 27,840 37,120

27 89.43 46.45 9,259 18,413 23,062

28 18.55 17.87 10,399 16,083 17,870

29 14.36 13.66 10,365 12,294 13,660

30 53.85 37.47 10,729 24,651 28,398

31 189.04 107.18 9,772 32,154 42,872

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Ward

No

Area Developable

area

2001 2026 2041

32 228.9 186.55 9,724 25,291 40,627

33 240.98 172.87 10,588 25,136 39,752

34 159.14 138.3 10,533 20,320 42,384

35 27 26.24 9,035 10,496 11,808

36 95.08 75.74 9,123 22,722 30,296

37 93.2 92.79 10,567 17,572 26,440

38 95.77 79.82 10,276 23,946 31,928

39 111.12 90.01 9,712 27,003 36,004

40 166.5 142.75 9,329 42,825 57,100

41 16.84 14.45 10,308 11,346 12,467

42 10.17 10.17 10,390 11,429 12,572

43 12.11 11.49 9,902 10,892 11,981

44 51.3 38.36 9,538 18,066 21,790

45 51.53 31.06 10,298 15,462 18,568

46 77.14 47.74 9,603 14,322 19,096

47 73.17 56.37 10,783 22,857 28,494

48 173.68 64.3 10,695 19,290 25,720

49 240.3 50.02 10,266 13,724 18,674

50 435.56 43.35 9,391 13,005 17,340

51 492.44 400.37 10,647 63,061 1,01,964

52 504.97 468.89 10,265 32,112 62,556

53 72.43 68.9 10,140 18,263 25,056

54 30.89 30.05 9,371 12,020 13,523

55 36.71 10.66 9,423 10,362 11,406

56 79.77 67.46 9,524 18,309 22,228

57 127.05 96.36 9,450 28,908 38,544

58 122.13 89.57 9,884 26,871 35,828

59 77.93 43.89 10,146 13,167 17,556

60 18.39 17.46 10,032 11,101 12,216

61 10.79 10.79 10,784 11,865 13,035

62 67.29 51.906 10,181 16,727 21,918

63 69.29 41.99 9,450 12,597 16,796

64 112.34 109.14 10,002 32,742 43,656

65 228.19 212.49 9,616 42,498 84,996

66 Military Area

67 66.31 56.41 10,032 16,923 22,564

68 43.49 41.29 9,364 12,387 16,516

69 314.1 134.21 10,731 17,648 27,451

70 763.34 610.02 10,287 41,480 80,909

71 280.5 247.01 10,153 31,902 55,436

72 132.81 64.12 10,516 19,236 25,648

73 73.74 45.33 10,732 13,599 18,132

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Ward

No

Area Developable

area

2001 2026 2041

74 100.07 76.76 10,374 23,028 30,704

75 115.92 96.29 10,536 28,887 38,516

76 83.47 82.25 9,363 28,941 37,166

77 69.97 65.44 9,618 19,632 26,176

78 250.25 232.54 9,332 50,819 95,172

79 33.16 33.16 9,220 14,780 16,438

80 105.3 86.65 9,372 25,995 34,660

81 374.57 268.34 9,566 20,635 37,890

82 109.44 104.42 9,461 18,503 26,977

83 260.43 250.34 9,844 40,352 62,721

84 197.03 152.64 9,657 30,528 45,792

85 136.78 135.08 10,273 41,940 55,448

86 23.76 23.76 9,570 11,880 13,068

87 21.69 21.69 9,427 10,845 11,930

88 38.8 38.8 9,524 17,160 19,100

89 73.63 73.63 9,404 27,503 33,513

90 47.28 47.28 9,239 22,312 25,008

91 27.44 27.44 9,789 13,720 15,092

92 75.03 60.2 9,810 18,060 24,080

93 304.76 289.33 10,770 40,894 68,695

94 113.72 97.32 10,496 29,196 38,928

95 46.65 37.24 10,607 11,731 14,896

96 37.81 22.06 9,953 12,954 15,160

97 211.89 99.96 10,619 18,096 38,114

98 88.1 76.31 10,400 16,788 24,175

99 793.39 728.68 10,362 48,514 95,209

100 1329.55 945.47 10,942 103,655 174,411

101 1454.59 1110.58 10,308 150,098 256,355

102 45.92 45.92 9,623 22,960 25,256

103 27.52 27.52 9,531 13,760 15,136

104 17.48 17.48 10,174 11,187 12,323

105 19.6 19.6 9,376 10,310 11,368

106 23.44 23.44 9,471 11,720 12,892

107 69.32 69.42 10,259 34,710 38,181

108 1090.55 498.42 10,772 69,452 97,394

Total 25899.01 20594.52 10,62,948 31,70,851 48,51,355

Source: Water Supply Master Plan

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CHAPTER 3 :

EXISTING SITUATION AND

ANALYSIS

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3 EXISTING SITUATION AND ANALYSIS

The history of Nashik city sewerage system dates back to 1895, when a sewer from Tiwari Mahal

up to the river Godavari meeting just downstream of the ghats was laid. The diameter of the

sewer is 400-500mm. The old Nashik Town on the right bank of the river Godavari had a system

of brick /stone masonry drains covered with stone slabs, running along narrow streets for

conveying sullage and storm water to the river.

There are brick masonry sewers in the gaothan area of Nashik City existing since olden days.

These sewers collect the waste water from households as also the storm water run off. These old

sewers are joined to the piped sewerage system, which was created later. Due to the inadequate

capacity of these sewers, during monsoon, both the storm water and sewerage get mixed and

enters the river. There are some old sewers which are laid along the bank of the river Godavari.

These sewers are in a deteriorated condition and need to be examined thoroughly.

Nashik city, still recent times did not have an adequate sewerage system. The untreated sewage

was being let out in to River Godavari and its tributaries like Nasardi & Waldevi.

DEVELOPMENT OVER THE YEARS THROUGH VARIOUS PROJECTS

In 1991, a Consultant was appointed for framing the Detailed Project Report (DPR) for

Underground Sewerage Scheme, Phase I. The Phase I project was designed to cover thickly

populated core areas of Nashik city, Satpur, Nashik Road – Deolali & Dasak Panchak. The DPR

was sanctioned by NMC vide their General Body resolution.

During the same period, Government of India launched a programme and assured funding for the

projects for abatement of pollution in major rivers, hence some part of Phase I works costing

around Rs. 60 crores were transferred under the ‘Godavari Action Plan’.

Due to rapid urbanization it was found necessary to extend the comprehensive sewerage system

to the rapidly growing areas beyond the Phase I project area in all directions.

NMC, then appointed another Consultant to frame the DPR for Phase II for the year 2031. The

project area under Phase II is divided in to Six zones and 14 villages and covers approximately

3943 ha. The DPR was received by NMC in 2001.

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Nashik Municipal Corporation has appointed M/s MWH as consultants to carry out detailed

engineering, tender documentation, evaluation of bids and providing post implementation support

for the remaining works under Phase I and the works proposed under Phase II. M/s MWH has

also been appointed by NMC to prepare the master plan of the underground sewerage scheme for

Nashik city under JNNURM.

3.1 EXISTING SEWERAGE SYSTEM

The topography of Nashik City, as per

Master Plan the city is divided into

seven sewerage zones.

There were 82 wards in the city till that

year. Currently, there are 108 wards

under NMC. Nashik City is divided in to

the following six divisions as per the

Nashik Municipal Corporation.

1. Nashik East Division

2. Nashik West Division

3. Panchavati Division

4. Nashik Road Division

5. CIDCO Division

6. Satpur Division

The total area of Nashik City is around 25900 Ha of which the residential area is 10240 Ha. The

sewerage facility is provided for approximately 5538 Ha.

Fig 3.1 : Nashik City Zonal Map

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3.1.1 Sewage Generation

Considering the water demand as presented in Chapter 3, the total sewage flow for the key years

is as follows;

Table 3.1: Sewage Generation for the key years

Year Water

requirement

for population

connected at

150 lpcd

Water for

slums at 40

lpcd

Institutional

Demand

Floating

Population

Demand

Total

water

demand at

Consumer

end

Sewage

generation

(80% of

the water

supply)

Total

sewage with

5%

infiltration

2006 178.50 6.40 24.00 4.00 212.90 170.32 178.84

2011 250.50 3.20 31.00 5.00 289.70 231.76 243.35

2016 314.25 2.00 35.00 5.75 357.00 285.60 299.88

2021 385.50 1.20 40.00 5.75 432.45 345.96 363.26

2026 471.75 1.20 44.00 6.00 522.95 418.36 439.28

2031 558.00 1.20 48.00 6.00 613.20 490.56 515.09

2041 723.00 1.20 62.00 6.50 792.70 634.16 665.87

3.2 SEWER ZONES

There are three major rivers cutting across Nashik Municipal Corporation area which are running

from west to east. These rivers are Godavari, Nasardi and Waldevi Nasardi. The river Waldevi

runs on the southern outskirts of the city and finally joins the river Darna, which is a tributary of

the river Godavari near Chehadi beyond NMC limits.

The Project area is thus divided into three drainage basins namely Godavari, Nasardi and Waldevi

Nasardi. These drainage areas are further divided in to Seven (7) Sewerage Zones on the basis of

the topography and sewage flows.

The topography of Nashik City, as per Master Plan the city is divided into seven sewerage zones.

Out of these seven zones, four zones comprise of the core area of the city and the other three

zones comprise of fringe areas in the city as shown in the map below.

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Underground Sewerage System for Nashik City under JNNURM Master Plan Report

3-4

The Figure 3.2 shows the Sewerage Zones as per the Master Plan.

Fig 3.2 : Sewerage Zones as per Master Plan

GO

DA

VAR

I RIVER

GODAVARI

RIV

ER

KA

PI L

A

RIV

ER

WA

GH

AD

IR

IVE

R

NASARDI RIVER

RIVERNASARDI

WALDEVI RIV

ER

WALD

EVI

RIVER

NH

-3

NH-3

NH-3

NH

-3

SH-50

SH-50

TRIMBAK ROAD

TRIMBAK R

OADD

IND

OR

I R

OA

D

TO

AG

RA

TO

PU

NE

TO M

UM

BAI

TO

TR

IMB

AK

ESH

WAR

TAKALI

ZONE

TAPOVAN

ZONE

PANCHAK

ZONE

CHEHEDI

ZONE

TO B

HU

SAW

AL

TO

MU

MB

AI

ZONE

STP & PS

GANGAPUR

GANGAPUR

CHADHEGAON

PS

VIHITGAON

CHEHADI

STP & PS

PS

STP & PS

PANCHACK

NANDUR DASAK

PS

MATE NURSARY

PS

NEW GANESHWADI

OLD GANESHWADI

PS

PS NEW KAPILAKAPILA

TAPOVAN

PS

STP

PS

MIDC

SATPUR

AMBAD

MIDC

KAMATHWADA

ZONE

KAMATHWADA

STP & PS

TAKALI

PS

AGAR TAKALI

STP & PS

ZONE

PIMPALGAONPIMPAL GAON KHAMB

STP & PS

The seven Sewerage Zones as per the Master Plan are as follows:

1. Tapovan Sewerage Zone

2. Agar Takali Sewerage Zone

3. Chehadi Sewerage Zone

4. Panchak Sewerage Zone

5. Kamathwada Zone

6. Pimpalgaon Khamb Zone

7. Gangapur Zone

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3.2.1 Tapovan Sewerage Zone

The Tapovan Sewerage Zone consists of the Makamalabad Sub Sewerage Zone, Panchavati Sub

Sewerage Zone, Makhamalabad Relief Sewer, Godavari Right Bank Sub sewerage zone,

Godavari Right Bank Relief Sewer, Chikali Nalla Sub Sewerage Zone, Gangapur Road Sub

Sewerage Zone, Chopda Nalla Sub sewerage Zone.

Makhamalabad Sub Sewerage Zone: The existing length of the sewer in Makhamalabad Sub

Sewerage Zone is 86,664m and the diameter ranges from 200 to 700 mm. The sewage is pumped

at New and Old Kapila Pumping Stations. There are two major existing sewers running along the

left and right bank of river Kapila. The details of those are as follows:

The existing trunk sewer length of the Kapila Left Bank Sewer is 3,511 m and the diameter

ranges from 400 to 700 mm. The sewage is discharged into the Kapila Pumping station.

The existing trunk sewer length of the Kapila Right Bank Sewer is 3,210 m and the diameter

ranges from 250 to 400 mm. The sewage is discharged into the Kapila Pumping station.

A relief sewer named as Makhamalabad Relief Sewer is proposed to augment the existing trunk

and branch sewers.

The wards and their contributing area for Makhamalabad Sub Sewerage Zone are as given below:

Table 3.2: Sewer area contributing to New Kapila PS

Ward No. Total % Area

1 686.87 100%

2 147.88 100%

3 139.17 100%

4 20.08 4%

5 407.63 98%

6 240.24 95%

7 260.17 96%

11 10.72 11%

12 74.88 38%

14 67.05 39%

Grand Total 2054.72

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Table 3.3: Sewer area contributing to Old Kapila PS

Ward No. Total % Area

14 64.59 38%

Grand Total 64.59

Panchavati Sub Sewerage Zone: This zone is also called as Godavari left bank zone. There are

two gravity trunk main sewers that run along the Godavari left bank. One is constructed by

MWSSB in the year 1969-70, called “OLD SEWER” and the other one is constructed by NMC

before the time of “SIHASTA” in 1991. These two sewers collect the sewerage mainly from the

left bank, viz. Sewer along Ramwadi nalla, Makhamalabad road sewer, sewer along Aruna nalla

and Ramkund sewer and discharge it to the Old Ganeshwadi Pumping Station. Another separate

trunk main runs along Waghadi river to meet the Old Ganeshwadi pumping station. Thus in all

three trunk mains are discharging sewage in to the existing Old Ganeshwadi pumping station.

The existing sewer length in the Panchavati Sub Sewerage Zone is 34,460m and the diameter

ranges from 300 to 1000 mm.

The sewage to be generated from this zone will be taken to Old Ganeshwadi Pumping Station and

consequently to Tapovan STP.

The wards and their contributing area for Panchavati Sub Sewerage Zone are as given

below:

Table 3.4: Sewer area contributing to Panchavati Sub Sewerage Zone

Ward No. Total % Area

6 11.84 5%

7 10.10 4%

8 50.89 100%

9 10.59 100%

10 9.09 100%

11 90.10 89%

12 3.20 2%

14 17.36 10%

15 25.81 60%

16 23.65 100%

17 18.83 100%

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Ward No. Total % Area

18 43.38 100%

19 22.98 100%

20 53.49 100%

21 63.87 100%

Grand Total 455.16

Godavari Right Bank Sub Sewerage Zone:

The main trunk sewer is running along the Godavari Right Bank and discharges into the New

Ganeshwadi pumping station. This sewer collects sewage from all the right bank main sewers

viz.: sewers along the Gangapur nalla, Shivaji Nagar nalla, MIDC nalla, Aanandvalli nalla, Mate

Nursery area, Mahatma Nagar area, Mahatma Phule Nagar, intermediate pumping station near

Mate Farm, Sahadev Society, Old pumping station road, Old Gangapur nalla, Medical college

road, Malharkhan nalla & Gharpure ghat nalla. A relief sewer is also proposed to adequate the

Existing Trunk Sewer lines along the Godavari Right Bank.

The existing length in this sewerage zone is 1,24,180 m and the diameter of GRB sewer ranges

from 500 to 1400.

The wards and their contributing area for Godavari Right Bank Sub Sewerage Zone are as

given below:

Table 3.5: Sewer area contributing to New Ganeshwadi Pumping Station

Ward No. Total % Area

14 3.04 2%

15 17.44 40%

27 39.04 58%

28 15.2 100%

29 16.24 100%

30 30.88 98%

31 41.84 29%

40 11.52 8%

41 17.44 100%

42 7.84 100%

43 11.2 100%

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Ward No. Total % Area

44 60.72 100%

45 65.84 100%

46 53.2 77%

47 20.16 28%

58 33.76 38%

59 75.52 97%

60 22.08 100%

61 10.56 100%

62 58.96 100%

63 18.24 35%

Grand Total 630.72

Table 3.6: Sewer area contributing to Gangapur Road Pumping Station

Ward No. Total % Area

22 68.16 66%

23 95.44 100%

24 64.32 66%

25 150.08 50%

26 79.12 73%

48 73.44 63%

49 44 74%

57 1.12 1%

Grand Total 575.68

Table 3.7 : Sewer area contributing to Chikhali Nallah Pumping Station

Ward No. Total % Area

25 80 27%

49 4 7%

50 56.64 98%

51 260.2 100%

52 56.16 69%

Grand Total 457

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Table 3.8: Sewer area contributing to Chopda Nallah Pumping Station

Ward No. Total % Area

22 34.8 34%

26 29.04 27%

27 27.84 42%

46 15.52 23%

47 31.2 43%

48 25.68 22%

Grand Total 164.08

Wards with the Contributing area in Tapovan Zone

The Tapovan zone includes the core area of Nashik city. The wards and their contributing area for

Tapovan sewerage zone are given in the table below;

Table 3.9: Wards with the Contributing area in Tapovan Zone

Sr. No. Ward No. Contributing

area

1 1 100%

2 2 100%

3 3 100%

4 5 75%

5 24 45%

6 25 70%

7 26 100%

8 27 100%

9 28 100%

10 29 100%

11 30 100%

12 31 100%

13 32 100%

14 33 100%

15 34 100%

16 35 100%

17 60 65%

18 61 30%

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Sr. No. Ward No. Contributing

area

19 62 100%

20 63 100%

21 64 100%

22 65 100%

23 66 100%

24 67 100%

25 68 100%

26 69 100%

27 70 100%

28 71 100%

29 72 100%

30 73 100%

31 74 100%

32 75 100%

33 76 100%

34 77 100%

35 78 10%

36 79 35%

37 80 100%

38 81 100%

39 82 100%

40 83 100%

41 84 100%

42 85 100%

43 86 100%

44 87 100%

3.2.2 Agar Takali Sewerage Zone

The Agar Takali Sewerage Zone consists of the Nasardi Sub Sewerage Zone, Takali Sub

Sewerage Zone.

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Nasardi Sub Sewerage Zone:

Nasardi Sub Sewerage zone consists of the Trunk main sewers viz.: Nasardi Left Bank and

Nasardi Right Bank along River Nasardi.

Nasardi Left Bank:

The area of the Nasardi Left bank is bounded by River Nasardi in the south, the Nashik Municipal

Corporation boundary in the west and the Godavari - Nasardi confluence in the east. The Nasardi

Left Bank carries sewage from Satpur area and discharges in to the Takali Pumping Station

located in Takali village. This trunk main carries sewage from five main branches NL1, NL2,

NL3, NL4, NL5, NL6 and NL7. The existing trunk sewer length of the Nasardi Left Bank is

6,289 m and the diameter ranges from 700 to 800mm.

Nasardi Right Bank:

The project area of Nasardi Right bank sewer is bounded by Bombay – Agra road in the west,

Nasardi river in the North and Gandhi Nagar Takali road in the east. The Nasardi Right Bank

sewer carries sewage from the following branches viz.: NR1, NR2, NR3, NR4, NR5, & NR6 and

discharges the same to Takali Pumping station. The existing trunk sewer length of the Nasardi

Right Bank is 3,746 m and the diameter ranges from 700 to 1200mm.

The Takali Sub Sewerage Zone carries sewage from Bhujbal Farm area and discharges into the

Agar Takali Pumping Station located in Takali village. This trunk main also carries sewage from

Untwadi, Morewadi area. The length of the existing network is 1,23,496 m and the diameter

ranges from 150 to 1200mm in Takali Sub Sewerage Zone.

The Agar Takali zone also includes the core area of city. The wards and their contributing areas

for this sewerage zone are given in the table below.

Table 3.10 : Wards with contributing area in Agar Takali Sewerage Zone

Sr. No. Ward No. Contributing

Area

1 30 2%

2 31 71%

3 32 21%

4 37 14%

5 38 46%

6 39 100%

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Sr. No. Ward No. Contributing

Area

7 40 92%

8 47 29%

9 48 16%

10 49 17%

11 56 14%

12 57 84%

13 58 62%

14 59 3%

15 63 65%

16 64 100%

17 65 100%

18 76 100%

19 77 100%

20 78 100%

22 80 75%

23 84 30%

24 85 100%

25 86 100%

26 87 100%

27 88 100%

28 89 100%

29 90 100%

30 92 100%

31 93 100%

32 100 26%

33 101 2%

34 102 100%

35 103 100%

36 104 100%

37 105 100%

38 106 100%

39 107 100%

40 108 15%

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3.2.3 Chehadi Sewerage Zone

This sewerage zone consists of three major parts namely Chehadi, Vihitgaon and Chadhegaon.

The brief information about these zones has been mentioned in the following discussion.

Chehadi Sub Sewerage Zone:

The Chehadi sewerage zone consists of Nashik Road and Deolali area. The three main branches

meet the main trunk sewer, which is the Chehadi trunk main. The sewage from the Vihitgaon area

and Chadhegaon area has been taken by gravity to the pumping station at Chehadi.

Chehadi sewerage zone carries 51,224 m of existing network and diameter ranges from 200mm to

1200 mm.The sewage collected at the Chehadi pumping station will be consequently treated at

STP situated at Chehadi itself.

The wards and their contributing area for Chehadi Sub Sewerage Zone are as given below:

Table 3.11: Wards with contributing area to Chehadi Sub Sewerage Zone

Ward No. Total % Area

66 771.00 100%

67 17.08 28%

68 14.49 44%

69 54.62 66%

70 138.43 64%

71 184.71 100%

72 123.00 100%

73 70.84 100%

74 90.88 100%

75 111.70 100%

94 118.11 100%

95 59.78 100%

96 19.84 100%

97 123.85 100%

98 25.42 34%

99 6.40 3%

Grand Total 1930.16

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3-14

Vihitgaon Sub Sewerage Zone:

This zone caters for the region of which almost 50% part is unsewered. This zone carries 7,840 m

of existing network and the diameter varies from 200mm to 400mm.

The sewage from this region will be taken by gravity to the Chehadi Pumping station and will be

treated at Chehadi STP.

The wards and their contributing area for Vihitgaon Sub Sewerage Zone are as given below:

Table 3.12: Wards with contributing area to Vihitgaon Sub Sewerage Zone

Ward No. Total % Area

70 78.36 36%

Grand Total 78.36

Chadhegaon Sub Sewerage Zone:

This is a zone, which gratifies the area having 100% proposed network.

The wards and their contributing area for Chadhegaon Sub Sewerage Zone are as given below:

Table 3.13 Wards with contributing area in Chadhegaon Sub Sewerage Zone

Ward No. Total % Area

98 50.28 66%

99 183.84 97%

Grand Total 234.12

3.2.4 Panchak Sewerage Zone

Now this zone is primarily classified into two parts viz.: Dasak Panchak Sub Sewerage Zone and

Panchak Sub Sewerage Zone (Manur).

Dasak Panchak Sub Sewerage Zone:

The Dasak Panchak sewerage zone area is bound by the Godavari river on the north, the right

bank canal on the south, the Nashik Municipal Corporation boundary on the East and Gandhi

Nagar Takali road in the west. The five branch mains meet the Dasak Panchak trunk main.

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This zone carries 34,080 m of existing sewer network and the diameter ranges from 200mm to

800mm.

Panchak Sub Sewerage Zone:

Panchak zone carries 24,780 m of existing sewer network and the diameter ranges from 200mm

to 800mm.

Table 3.14: Sewer area contributing to Panchak zone

Ward No. Total % Area

32 65.71 65%

33 89.42 89%

34 109.23 100%

35 32.43 100%

36 95.84 100%

37 52.88 96%

38 47.47 56%

67 43.68 73%

68 21.46 49%

69 30.86 66%

Grand Total 1064.79

3.2.5 Kamathwada Sewerage Zone:

Industrial Zone binds northern boundary of this zone. This zone carries 50,164 m of existing

network and the diameter of sewer lines varies from 200 mm to 600 mm.

The part of the sewer line, which is in good condition, shall be augmented for the required

capacity.

Initially some of the sewers will have very low flows, hence the operation and maintenance

required for the sewers having less velocity will be high. Flushing facilities have to be provided

to avoid choking/silting in the sewers.

This zone comprises of following wards with the contributory area:

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Underground Sewerage System for Nashik City under JNNURM Master Plan Report

3-16

Table 3.15: Wards with the Contributing area in Kamathwada Zone

Ward No. Total % Area

49 1.28 2%

50 1.12 2%

52 25.65 31%

53 64.67 100%

54 23.04 100%

55 10.32 100%

56 17.76 86%

57 16.80 15%

80 23.20 25%

81 62.16 100%

82 46.96 100%

83 183.32 100%

84 118.48 70%

108 178.16 85%

Grand Total 772.92

3.2.6 Pimpalgaon Khamb Zone

This is southern most part of Nashik. River Waldevi flows through this zone. An industrial zone

restricts the boundary of this zone in the Northwest, the military area cuts the boundary of this

zone in the Northeast. The STP for this zone is proposed on the banks of river Waldevi.

This zone carries 18,340 m of existing sewer network and the diameter ranges from 200mm to

800mm.

This zone comprises of following wards with the contributory area:

Table 3.16: Wards with the Contributing area in Pimpalgaon Khamb Zone

Ward No. Total % Area

100 267.68 73.94

101 690.992 97.83

Grand Total 958.672

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3.2.7 Gangapur Sewerage Zone:

This is the smallest zone in Nashik situated in the Northwest direction. Gangapur STP is proposed

to treat the wastewater generated in this zone, on the banks of river Godavari.

Gangapur sub sewerage zone carries 5,564 m of existing sewer network and diameter rages from

200mm to 400mm.

This zone comprises of following wards with the contributory area;

Table 3.17 : Wards with the Contributing area in Gangapur Zone

Ward No. Total % Area

24 33.15 34

25 67.49 23

Grand Total 100.63

3.3 PUMPING STATIONS

There are Five (5) Existing Pumping stations which are as Old Ganeshwadi, New Ganeshwadi,

Takali and Kapila Pumping Stations. The existing capacities, length and diameter of rising main

for each Pumping Station is given in the table below.

Table 3.18 : Details about Pumping Stations

Name of Pumping

Station

No. of

Pumps

Capacity Diameter of

Rising main in

mm

Length of Rising

main in km.

Old Ganeshwadi PS (3 + 1) 17.33 MLD, 160 HP

700

2.7 (1 + 1) 10 MLD, 80 HP

New Ganeshwadi PS (2 + 1) 45 MLD, 400 HP

800

2.5 (1 + 1) 22.5 MLD, 160 HP

Takali PS (2 + 1) 21 MLD, 80 HP

700

2.0 (1 + 1) 10.5 MLD, 30 HP

Kapila PS (2 + 1) 7.5 MLD, 50 HP

350

0.5 (1 + 1) 3.75 MLD, 25 HP

Chehadi PS 5 nos. 19.5 MLD, 120 HP 700 0.5

Panchak PS (2 + 1) 7.5 MLD, 40 HP 300 0.5

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Analysis of Pumping Stations:

a. Old Ganeshwadi Pumping station

Type of pumps : Horizontal

Capacity of pumps : (3 + 1) 17.33 MLD, 160 HP

(1 + 1) 10 MLD, 80 HP

Dia of rising main : 700 mm

Length of rising main : 2.7 km

Present capacity of Pumping Station

As per pumping machinery : Peak 50 MLD

Average 25 MLD

As per rising main : Peak 50.00 MLD

Average 25.00 MLD

Max velocity in rising main : 2.13 m/s

b. New Ganeshwadi Pumping station

Dia of incoming sewer : 1400 mm

Pipe material : RCC NP 3

Type of pumps : Horizontal

Capacity of pumps : (2 + 1) 45 MLD, 400 HP

(1 + 1) 22.5 MLD, 160 HP

Dia of rising main : 800 mm

Length of rising main : 2.5 km

Present capacity of Pumping Station

As per pumping machinery : Peak 90 MLD

Average 45 MLD

As per HRT : Peak 90 MLD

Average 45 MLD

HRT assumed : 15 min

Volume of wet well : 1055 m3

As per rising main : Peak 90 MLD

Average 45 MLD

Max velocity in rising main : 2 m/s

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c. Takali Pumping station

Type of pumps : Submersible

Capacity of pumps : (2 + 1) 21 MLD, 80 HP

(1 + 1) 10.5 MLD, 30 HP

Dia of rising main : 700 mm

Length of rising main : 2 km

Present capacity of Pumping Station

As per pumping machinery : Peak 52 MLD

Average 21 MLD

As per HRT : Peak 52 MLD

Average 21 MLD

HRT assumed : 15 min

Volume of wet well : 215 m3

As per rising main : Peak 66 MLD

Average 21 MLD

Max velocity in rising main : 2 m/s

d. Kapila Pumping station

Type of pumps : Submersible

Capacity of pumps : (2 + 1) 7.5 MLD, 50 HP

(1 + 1) 3.75 MLD, 25 HP

Dia of rising main : 350 mm

Length of rising main : 0.5 km

HRT assumed : 15 min

Volume of wet well : 220 m3

e. Chehadi Pumping station

Type of pumps : Submersible

Capacity of pumps : 5 nos. 19.5 MLD, 120 HP

Dia of rising main : 700 mm

Length of rising main : 0.5 km

HRT assumed : 15 min

Volume of wet well : 707 m3

Based on the analysis of pump capacity and rising main diameter the capacity of the pumping

stations was determined and the same is presented in the following table

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Table 3.19 : Details of Pumping Stations Capacities

Sr. No. Name of Pumping Station Average capacity in MLD

1 Old Ganeshwadi PS 25.00

2 New Ganeshwadi PS 45.00

3 Takali PS 21.00

4 Kapila PS 7.50

5 Chehadi PS 22.00

Following pumping stations are under construction:

Table 3.20 : Details of Pumping Stations under Construction

Sr. No. Name of Pumping Station Average capacity in MLD

1 New Kapila 52.00

2 Nandur Dasak 36.50

3 Agar Takali 210.00

3.4 SEWAGE TREATMENT PLANTS

There are three major existing sewage treatment plants in Nashik City. The details of the

treatment plants are as follows :

Table 3.21 : Details of Sewage Treatment Plants

Sr.

No.

STP Location Average Capacity

(MLD)

Treatment scheme

1 Tapovan 78.00 UASB followed by Facultative Aerated Lagoon

2 Chehadi 22.00 UASB followed by Facultative Aerated Lagoon

3 Panchak 7.50 Activated sludge process

In addition to the above STP’s, there are three more STPs namely Bhujbal Farm, Morwadi and

Untwadi in CIDCO area of Nashik. These STPs are very old and need major renovation. Thickly

populated residential areas also surround the above STP’s. The residents staying around the

treatment plant complain of bad odour most of the time. This makes it very difficult for them to

stay around the STPs. Hence it is proposed to discard the small STP’s and divert the flow of

CIDCO area to Agar Takali zone by gravity.

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There are two STPs which are under construction;

Table 3.22 : Details of Sewage Treatment Plants under construction

Sr.

No.

STP Location Average Capacity

(MLD)

Treatment scheme

1 Agar Takali 70.00 Activated Sludge Process

2 Tapovan 52.00 UASB followed by Facultative Aerated Lagoon

3.4.1 STP at Tapovan

The STP at Tapovan receives flow from four different pumping stations namely Old Ganeshwadi,

New Ganeshwadi, Takali and Kapila. This 78 MLD capacity Sewage treatment plant at Tapovan

is based on UASB followed by Facultative Aerated Lagoon.

Fig : 3.3 Sewage Inlet Chamber with Four Rising Mains at Tapovan

Design Criteria

The Design Criteria for the Tapovan Sewage Treatment plant is as given below :

Design Flow

The summary of the Average Flow to the 78 MLD STP at Tapovan is given below;

Average Flow : 78 MLD

Peak Factor : 2.0

Peak Flow : 156 MLD

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Table 3.23: Average Flow from Existing PS to Tapovan STP for Key years

SN Pumping Station 2011 (MLD) 2016 (MLD) 2031 (MLD)

1 Old Ganeshwadi 23.07 27.24 24.83

2 New Ganeshwadi 44.03 45.35 46.21

3 Kapila 6.17 7.15 7.51

Total 73.27 79.74 78.55

Design Parameters

The Raw and Treated Effluent parameters which have been considered for the design of the

Tapovan treatment plant are as follows.

Table 3.24 : Raw and Treated Effluent Parameters

Parameters Raw Treated

PH 6.0 to 8.0 7.0 to 8.0

BOD5 at 20 0C, mg/l 100 - 200 < 20

Suspended solids, mg/l 200 - 400 < 50

Treatment Scheme

The inlet chamber receives raw sewage from the above said four pumping stations. It then passes

through screen chamber and manual Grit channels. In the screen chamber floating matter is

trapped and removed whereas in grit chamber, grit is removed. The sewage having been treated

for screening and grit removal is then treated biologically in the UASB Reactor. The overflow

from the UASB reactor is taken to the Facultative Aerated Lagoon (FAL).

Overflow from Aerated Lagoon shall be taken to the proposed chlorine contact tank for

disinfection. Disinfected treated sewage is then discharged into river Godavari.

The sludge from UASB reactor is dewatered using Sludge Drying Beds before disposal. The

biogas generated in the UASB reactor is stored in the Gasholder. This biogas is utilised for

generation of electricity using a duel fuel gas engine.

Treatment Plant Units

The Existing treatment plant Unit Sizes for the 78 MLD STP at Tapovan are given below:

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Table 3.25: Unit Sizes for the 78 MLD Sewage Treatment Plant at Tapovan

S. No Unit Nos. Size

1 Inlet chamber 1 3.1 m x 5.15 m x 2.5 m SWD

2 (i) Screen chamber Mechanical 2 5 m x 1.0 m x 0.9 m SWD

2 (ii) Screen Chamber Manual 1 5 m x 1.65 m x 0.9 m SWD

3 Grit chamber 4 16.8 m x 2.75 m x 0.9 m SWD

4 Collection Tank 1 11.0m x 2.75 m x 1.0 m SWD

5 Division box 2 3.5 m x 3.25 m x 0.9 m SWD

6 Distribution box 12 2 m x 1.55 m x 0.8 m SWD

7 UASB Reactors 6 32 m x 30 m x 4.86 m SWD

8 Sludge Sump 1 4.0m dia x 6.5 m SWD

9 Sludge Drying Beds 30 18 m x 13.6 m x 0.3 m SWD

10 Facultative Aerated Lagoon 2 100 m x 74 m x 4 m SWD

11 Filtrate Pump Sump 1 4.0m dia x 5.4 m SWD

12 Flow meter (Chamber Size) 1 4 m x 2 m x 1.5 m SWD

13 Gas Holder 1 12.0m dia x 4.0 m SWD

14 Gas Burner 1 6.0 m above FGL

15 STP MEP Room 1 72 m. sq.

16 Generator Room 1 90 m. sq.

17 Office and Lab Building 1 132.0 m.sq.GF + 105.0 m.sq. FF

18 Sludge Withdrawal Pit 24 2.5m x 2.5 m

19 Common Effluent Channel 3 64.0m x 1.0 m x 0.9m

20 Final Effluent Channel 1 160.0m x 1.9 m x 0.8m

21 Filtrate Pump Panel Room 1 3.0m x 3.0 m

22 Sludge Pump Panel Room 1 3.0m x 3.0 m

23 By Pass Pipe Line 1400 mm dia Lot 1.4m dia x RCC NP3 pipe X 180 m

24 Future Extension - -

25 Polishing Pond (FAL Part II) 2 105.0m x 74.0 m x 1.25m

26 Chlorine Contact Tank 1 40.0m x 20.0 m x 3.5m

27 Chlorine House 1 20.0 m x 10.0 m

28 Treated Sewage Disposal Line 250 m 1.4m dia x RCC NP3 pipe

29 Storm Water Drain Pipe 750 m 0.3 m dia x RCC NP3 pipe

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3.4.2 STP at Chehadi

This plant receives raw sewage from the existing pumping station located in the STP premises.

Design Criteria

The Design Criteria for the Chehadi Sewage Treatment plant is as given below :

Design Flow

The summary of the Average Flow to the 22 MLD STP at Chehadi is given below

Average Flow : 22 MLD

Peak Factor : 2.0

Peak Flow : 44 MLD

Design Parameters

The Raw and Treated Effluent parameters, which have been considered for the design of the

Chehadi treatment plant, are as follows.

Table 3.26: Raw and Treated Effluent Parameters

Parameters Raw Treated

pH 6.0 to 8.0 7.0 to 8.0

BOD5 at 20 0C, mg/l 100 - 200 < 20

Suspended solids, mg/l 200 - 400 < 50

Treatment Scheme

The inlet chamber receives raw sewage from the above said four pumping stations. It then passes

through screen chamber and manual Grit channels. In the screen chamber floating matter is

trapped and removed whereas in grit chamber, grit is removed. The sewage having been treated

for screening and grit removal is then treated biologically in the UASB Reactor. The overflow

from the UASB reactor is taken to the Facultative Aerated Lagoon (FAL).

Overflow from Aerated Lagoon shall be taken to the proposed chlorine contact tank for

disinfection. Disinfected treated sewage is then discharged into river Godavari.

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The sludge from UASB reactor is dewatered using Sludge Drying Beds before disposal. The

biogas generated in the UASB reactor is stored in the Gasholder. This biogas is utilised for

generation of electricity using a duel fuel gas engine.

Treatment Plant Units

The treatment plant Unit Sizes for 22 MLD STP at Chehadi are given below:

Table 3.27 : Unit Sizes of Existing 22MLD STP at Chehadi

S. No Unit Nos. Size

1 Inlet chamber 1 2.1m x1.1m

2 Screen chamber 1 2.5m x 1.0m

3 Grit channel 2+1 18m x 1.25 m

4 Division box 1 4.0 m x 1.0 m

5 Distribution box 4 2.6 m x 1.6 m

6 UASB Reactors 6 32 m x 24m

7 Facultative Aerated Lagoon – I 2 79 m x 30 m

8 Facultative Aerated Lagoon – II 2 74 m x 30 m

9 Final Effluent Channel 1 0.7 m x 0.7 m

10 Sludge with Pit 8 3.5 m x 3.0 m

11 Sludge Sump 1 4.5 m dia

12 Sludge Drying Beds 14 22.0m x 10.39m

13 Drain Sump 1 5.0 m dia

14 Biogas Holder 1 8.0 m dia

15 Gas Flaring System 1 2.0m x 2.0m

16 Substation 1 20.0 x 15.0 m

17 Pump House 1 30.0 m x 25.0 m

18 Panel 1 15.0 x 10.0 m

19 Pre Aeration Tank 1 12.50m x 12.50 m x 3.0m SWD

20 Chlorine Contact Tank 1 24.0m x 12.0 m x 3.6m

21 Chlorine House 1 1.5 m x 5.0 m

3.4.3 STP at Panchak

This plant receives raw sewage from the existing pumping station located in the STP premises.

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Design Criteria

The Design Criteria for the Panchak Sewage Treatment plant is as given below :

Design Flow

The summary of the Average Flow to the 7.5 MLD STP at Panchak is given below

Average Flow : 7.5 MLD

Peak Factor : 2.5

Peak Flow : 15 MLD

Design Parameters

The Raw and Treated Effluent parameters which have been considered for the design of the

Panchak treatment plant are as follows.

Table 3.28: Raw and Treated Effluent Parameters

Parameters Raw Treated

PH 6.0 to 8.0 7.0 to 8.0

BOD5 at 20 0C, mg/l 100 - 200 < 20

Suspended solids, mg/l 200 - 400 < 50

Treatment Scheme

The treatment scheme followed is Activated Sludge Process. Raw sewage will be received in the

inlet chamber and then passed to the screen channel and subsequently to the Detritor tank. In the

screen channel floating matters are trapped and removed whereas in Detritor tank, grit is

removed. After screening and grit removal the wastewater is taken into the Primary Clarifier. This

is provided for the removal of suspended matter before taking wastewater for further biological

treatment. The sludge generated as a result of primary settling is taken for thickening and

subsequently for digestion. A sludge digester and pumps are provided for this purpose.

After primary settlement of the suspended matter, the wastewater is taken to aeration tank

containing micro-organisms in suspension in which the biological degradation takes place.

Further, a secondary Clarifier is provided to separate the activated sludge. A part of the incoming

flow is re-circulated upstream of the aeration tank. A tapping is provided on this line to lead the

excess sludge to the sludge sump.

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A sludge digestion system is provided for sludge digestion. Mixers are provided to operate in a

completely mixed regime in the digester. Sludge drying beeds are provided to dewater the sludge.

Disposal of treated effluent

The disposal of treated effluent from Tapovan and Panchak STP is discharged in to the river

Godavari.

The treated effluent from Chehadi STP is discharged in to river Waldevi.

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CHAPTER 4 :

DESIGN BASIS AND

CRITERIA

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4 DESIGN BASIS AND CRITERIA

Anticipation of future growth in any community in terms of population or commercial and

industrial expansion should be based on a long term Master Plan, which shall form the basis for

preparation of plan for providing the amenities including installation of sewers in the area to be

served. A plan of this type will permit the orderly and timely expansion of the facilities on a

sound technical and financial basis, without resorting to costly crash programs. The provision for

future should not however be much in excess of the actual generation of sewage in the early

years of its use to avoid deposition in sewers.

The design of sewerage system, pumping stations and sewage treatment plants for Nashik has

been generally based on the design criteria given in the Manual on Sewerage and Sewage

Treatment published by CPHEEO and also the prevailing standard engineering design practices

in India.

4.1 WATER DEMAND

Water demand is taken from the DPR for Water Supply prepared by NMC. Summary of the

water demand is as follows

Year Poulation Poulation

in slums

water

requirement

for

population

connected

at 150 lpcd

Water

for

slums at

40 lpcd

Institutional

Demand

Fire

Demand

Floating

Population

Demand

Total

water

demand

at

Consumer

end

system

losses

at

15%

Total

water

Demand

Say

lakhs lakhs MLD MLD MLD MLD MLD MLD MLD MLD MLD

2006 13.50 1.6 178.50 6.40 24.00 4.00 4.00 216.90 32.54 249.44 250

2011 17.50 0.8 250.50 3.20 31.00 5.00 5.00 294.70 44.21 338.91 339

2016 21.45 0.5 314.25 2.00 35.00 5.75 5.75 362.75 54.41 417.16 418

2021 26.00 0.3 385.50 1.20 40.00 5.75 5.75 438.20 65.73 503.93 504

2026 31.75 0.3 471.75 1.20 44.00 6.00 6.00 528.95 79.34 608.29 609

2031 37.50 0.3 558.00 1.20 48.00 6.00 6.00 619.20 92.88 712.08 713

2041 48.50 0.3 723.00 1.20 62.00 6.00 6.50 798.70 119.81 918.51 919

Based on the above table, sewage flow is calculated for the key years. Water for fire demand will

not enter into the sewerage system. Hence it not considered for calculating the total sewage flow.

4.2 ESTIMATION OF SEWAGE FLOW

4.2.1 Design Period

The ultimate design year for the sewer design has been specified as 2041 in the CDP.

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Planning horizon 1: Initial Phase for Electrical and Mechanical works : Upto year 2016

Planning horizon 2: Second Phase : Upto year 2026

Planning horizon 2: Ultimate phase for Civil works : Upto year 2041

4.2.2 Population Forecast

Population projections have been verified with CPHEEO guidelines. The population forecasted

for the years 2011, 2021, 2031 and 2041 is 17.50 lakhs, 26 lakhs, 37.5 lakhs and 48.50 lakhs

respectively as Water supply Master Plan. These population figures along with the estimated

population projected for each ward are derived from the available data on development plan of

Nashik City.

4.2.3 Flow Assumptions

As intended by city planners, it is assumed that the NMC will find ways and means to supply

water to the city at a uniform rate of 150 lpcd in all command areas by year 2041. The per capita

water demand (domestic) is considered as 150 lpcd as per the CHPEEO manual on Sewerage and

Sewage Treatment.

The per capita sewage flows have been considered as 80% of the water supplied at the consumer

end. This is considered as per the CPHEEO Manual on Sewerage and Sewage Treatment, vide

page 38, para 3.2.4.

4.2.4 Infiltration

Estimation of flow in sewers may include certain flows due to infiltration of ground water

through joints. The quantity of infiltration will depend on workmanship in laying of sewers,

joints between pipes, manholes, damage of pipes and level of ground water table. Since worst are

designed for peak flows, allowance for ground water infiltration for worst condition should be

made.

With improved standards of workmanship and quality & availability of construction aids,

infiltration for Nashik City is adopted as 5% of estimated flow.

4.2.5 Year Wise Sewage Flow

Considering water demand and above design criteria the total sewage flow for the key years is as

follows.

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Year Water

requirement

for population

connected at 150 lpcd

Water for

slums at 40

lpcd

Institutional

Demand

Floating

Population

Demand

Total water

demand at

Consumer

end

Sewage

generation

(80% of

the water supply)

Total

sewage

with

infiltration

2006 178.50 6.40 24.00 4.00 212.90 170.32 178.84

2011 250.50 3.20 31.00 5.00 289.70 231.76 243.35

2016 314.25 2.00 35.00 5.75 357.00 285.60 299.88

2021 385.50 1.20 40.00 5.75 432.45 345.96 363.26

2031 558.00 1.20 48.00 6.00 613.20 493.56 515.09

2041 723.00 1.20 62.00 6.50 792.70 634.16 665.87

4.3 PEAK FACTORS

Based on the recommended values of peak factor in the CPHEEO's Manual on Sewerage and

Sewage Treatment and our experience, the peak factors adopted for contributory populations of

drainage area are given below. Depending on the contributory population, the peak factor

changes - it being higher for less population and low for high population.

Peak Factors considered for sewage design

Contributory

Population

Peak Factor as

per CPHEEO

Upto 20,000 3.00

20,000 - 50,000 2.50

50,000 - 7,50,000 2.25

Above 7,50,000 2.00

4.4 HYDRAULICS OF SEWERS

4.4.1 Flow - Friction Formulae

For design purposes, the flow of sewage in pipes is presumed to be a steady and uniform flow.

The most commonly used equation for calculating velocity and head loss for flow conditions like

gravity sewers is the Manning’s formula and Darcy-Weisbach formula for closed conduit

respectively. The Manning's equation is prevalently used due to the ease of design flexibility and

ability to be expressed in graphic form as design charts.

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For circular conduits, Manning’s formula

V = (1/n) (3.968 x 103) D

2/3 S

1/2

and Q = (1/n) (3.118 x 10-6

) D 8/3

S 1/2

Where,

Q = discharge in lps

S = slope in hydraulic gradient

D = internal dia meter of pipe line in mm

R = hydraulic radius in m

V = velocity in mps

n = Manning’s coefficient of roughness (0.011)

4.4.2 Depth of Flow

The sewerage system for the ultimate year of 2041 has been designed to utilise the 80% of the

full bore of the pipe at peak flows. During the initial years, the flow in sewers will be less, which

shall require small size pipes or steep slopes to achieve self-cleansing velocities. This will result

in design of optimum size of sewers resulting in cost savings. This will also help in achieving

self-cleansing velocity at lesser flows, which are encountered during the initial design period.

4.4.3 Velocities

It is necessary to size the sewer to have adequate capacity for the peak flow to be achieved at the

end of design period, so as to avoid steeper gradients and deeper excavations. It is desirable to

design sewers for higher velocities wherever possible. This is done on the assumption that

although silting might occur at minimum flow, the silt would be flushed out during the peak

flows.

However, the problem of silting may have to be faced in the early years, where the depth of flow

during early years is only a small fraction of the full depth. Similarly, upper reaches of laterals

pose a problem as they flow only partly full even at the ultimate design flow because of the

necessity of adopting the prescribed minimum size of sewer. In such situations, flushing

arrangements may be required to be provided in the initial years.

The sewerage system has been designed for a minimum velocity of 0.8 m/sec and maximum

velocity of 3.0 m/sec. for design flow i.e. peak flow at design horizon.

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4.4.4 Sizing of Pipes and Slopes

The size of pipes and slope is calculated for contributory population based on the population

density of the respective Administrative Wards forecasted for the design horizon of year 2041.

The pipe diameter is selected by considering for full bore utilisation. The corresponding flattest

slope is provided so as to achieve the minimum required self-cleaning velocity with an aim to

minimise sewer depth thus ensuring reduced cost. In cases where (i) the topography does not

permit to have the calculated gradient for full bore utilisation and/or (ii) the proposed sewer is to

be connected to an existing line which is at a shallow depth, a higher size pipe is selected to

match the crown of connecting sewers.

Minimum Pipe Size: The sewerage system for Nashik has been designed considering the

minimum size of sewer as 150 mm. The velocity and hydraulic level considerations mentioned

above are adjusted to some extent on this account.

4.4.5 Minimum Depth of Cover

The starting manhole depth of the proposed sewers ranges from 1.2 m to 2.5 m depending upon

the topography and detail of road planning network available. The minimum depth of cover thus

depends on the depth of starting manhole and the subsequent ground level of the road along the

sewer. The actual depth of cover shall vary, as most of the sewers are planned on proposed roads.

4.4.6 Maximum Depth of Sewer

The sewerage system has been designed such that the maximum cover of sewer will be about 8

metres below ground level. In many areas of Nashik construction of sewers below 8 metres

becomes very difficult. The maintenance of sewers beyond 8 metres and construction of PS with

depth beyond 10 metres is also very difficult. This shall increase the cost of construction and

maintenance very much. Hence as per the prevailing practice, it is proposed to lift the sewage by

the proposition of an intermediate sewage pumping station once the sewer depth reaches @ 8

metres.

4.5 SEWER APPURTENANCES

4.5.1 Manholes

Standard circular manholes, indicated in CPHEEO manual have been recommended for pipe

diameters upto 1200-mm. However, rectangular manholes should be provided for shallow

depths. i.e. upto 2 m

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4.5.2 Scraper Manholes

For sewers of diameter 600 mm and above, scraper manholes shall be provided at major

junctions and at an interval of every 150 m. Scraper manhole openings will be of minimum 900

mm to 1200 mm size to permit lowering of sewer cleaning equipment. It is very important to

construct scraper manholes as the sewers are designed for the planning year of 2031, which shall

run with quite less flow during the initial years resulting into silting. Standard scraper manholes

shall be provided for pipe sizes upto 1200-mm and pipe size of 1400-mm. Scraper manhole for

higher diameter pipes have also been provided.

4.5.3 Drop Arrangement

Theoretically, drop arrangements are provided where the drop of an incoming sewer in manhole

exceeds 600 mm. The drop arrangement consists of a pipe that drops the invert of the incoming

sewer to that of the main sewer in the manhole. The diameter of the backdrop pipe should be at

least as large as the incoming pipe. Drop arrangements are provided in manhole for the following

reasons:

• To convey the sewage to bottom of the manhole without splashing

• To minimise the scouring action of the sewage falling from a height on the cement concrete

floor of the manhole

• For the safety of the personnel who enter the manhole during maintenance

4.5.4 Receiving Manhole at Pressure line Discharge

A 2 m x 2 m receiving sump with the provision of PVC splash pad is proposed for chamber-type

manhole into which pressure line is discharged prior to joining the gravity sewer.

4.5.5 Pipe Selection

The materials used extensively for sewerage in most Indian cities are glazed stoneware / vitrified

clay and reinforced concrete pipes for gravity sewers whereas cast iron / ductile iron pipes are

employed for rising / force mains of pumping stations. Concrete pipes conforming to IS 458 of

appropriate strength with proper anti-corrosive protective lining may even last for about 50-60

years. Considering the capital cost, durability and availability of the pipes, RCC pipes preferably

NP3/NP4 class as per IS 458-1988, have been proposed. Concrete pipes are usually laid and

jointed by collar joints.

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4.5.6 Structural Design of Buried Sewers

Any sewer line buried into the ground should have adequate strength to withstand the stresses

imposed not only by the internal pressure but more importantly, the stresses induced by external

loads. There are two types of external loads, one is due to the backfill material known as backfill

load and other is due to superimposed loads. Besides these external loads, the sewer line is also

subjected to the load of water in the pipeline, especially during surcharge conditions.

4.5.6.1 Load on Conduit due to Backfill

The load on a buried conduit is equal to the weight of the prism of earth directly over the conduit

plus the frictional shearing forces transferred to the prism by the adjacent prism of earth. The

most widely used method for determining the vertical load due to backfill on buried conduit is

Martson’s Formula, the general form of which is

W = C.w.B2

where,

W = Vertical load in kg per meter length acting on the conduit due to gravity loads

w = Unit weight of earth, kg/m3

B = Width of trench or conduit depending upon type of installation condition, m

C = Dimensionless coefficient that measures the effect of ratio of height of fill to width

of trench or conduit

a) shearing forces between interior and adjacent earth prisms and

b) direction and amount of relative settlement between interior and adjacent earth

prisms for embankment conditions.

The value of C for various types of installation and depending on the height / width ratio is given

in the Manual of Sewerage and Sewage Treatment (CPHEEO) published by the Ministry of

Housing and Urban Affairs, New Delhi. The C-value for 'Ordinary maximum for clay' has been

considered for design purposes.

The unit weight of earth varies from 1600 kg / m3 for dry sand to 2100 kg/ m

3 for saturated clay.

For Nashik city, the unit weight of earth has been considered as 1840 kg/m3 for design

calculations.

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4.5.6.2 Load on Conduit due to superimposed load

Superimposed loads may be either concentrated or distributed loads. The formula for load due to

concentrated load such as truck wheel is given by Boussinesq’s formula

Wsc = Cs(PF/L)

where,

Wsc = load on the conduit, kg/m

P = concentrated load acting on the surface, kg

F = impact factor (1.0 for air field runways, 1.5 for highway traffic and air taxi ways,

1.75 for railway traffic) and

Cs = load coefficient which is a function of Bc/2H and L/2H, where

H = the height of the top of conduit to ground surface, m

Bc = the outside width of conduit, m and

L = effective length of the conduit to which the load is transmitted, m.

For distributed superimposed loads, the formula for the conduit is given by

Wsd = Cs.p.F.Bc

where,

Wsd = load on conduit, kg/m

p = intensity of distributed load, kg/m2

F = impact factor

Bc = width of conduit, m

Cs = load coefficient, a function of D/2H and L/2H

H = height of the top of conduit to the ground surface, m and D and L are width and

length respectively of the area over which the distributed load acts, in meters.

For class AA IRC loading in the critical case of 6.25 tonnes wheel load, the intensity of

distributed load with wheel area 300mm x 150mm is given by P=6.25/(0.3x0.15) T/m2.

4.5.6.3 Supporting Strength of Rigid Conduit

The ability of a conduit to resist safely the earth load depends on its inherent strength as well as

the distribution of vertical load and bedding reaction and on the lateral pressure acting against the

sides of the conduit. The inherent strength of a rigid conduit is usually expressed in terms of the

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three edge bearing test results, the condition of which are however different from the field load

conditions. For strength calculations of NP class precast RCC pipes, IS 458 (1988) is used.

4.5.6.4 Field Supporting Strength

The field supporting strength of a rigid conduit is the maximum load per unit length which the

pipe will support while retaining complete serviceability when installed under specified

conditions of bedding and backfilling. The field supporting strength however does not include

any factor of safety. The ratio of the strength of a pipe under any stated condition of loading and

bedding to its strength measured by the three edge bearing test is called the load factor. The load

factor does not contain a factor of safety. Load factors have been determined experimentally and

analytically for the commonly used construction condition for both trench and embankment

conduits.

The basic design relationships between the different design elements are:

Safe supporting strength,

W=Field supporting strength/Factor of Safety

= (Load factor x three edge bearing Strength)/Factor of safety

A factor of safety of at least 1.5 should be applied to the specified minimum three edge bearing

strength to determine the working strength for all the rigid conduits. The class of bedding

considered is B type, whose load factor as per the CPHEEO Manual is 1.9.

Based on the above consideration, a general guide for selecting the class of pipe from 200 to 600-

mm diameter is given below. However in our case we have carried out the structural for all pipes

above 300mm considered in the primary network.

Guideline for Selection of Pipe Class for Sewers with B-class Bedding

Diameter NP2 NP3 NP4

200 1.2 to 7.0 m

250 1.2 to 7.0 m

300 1.2 to 4.2 m 4.2 to 6.0 m 6.0 to 10.0 m

350 1.2 to 2.7 m 2.7 to 3.5 m 3.5 to 10.0 m

400 1.2 to 2.7 m 2.7 to 3.5 m 3.5 to 10.0 m

450 1.2 to 2.7 m 2.7 to 3.5 m 3.5 to 9.5 m

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Diameter NP2 NP3 NP4

500 1.5 to 3.5 m 3.5 to 8.5 m

600 1.5 to 3.5 m 3.5 to 7.5 m

Note: For larger diameters of 700-mm and above, pipe class cannot be generalised and has to be

calculated on a case to case basis.

4.5.7 Type of Bedding

The type of bedding provided for pipes will be selected from granular bedding, concrete (M20)

cradle bedding or concrete encasement (M20) and the choice will depend on the depth at which

the sewer is laid, three edge bearing strength of pipes used, load due to backfill and

superimposed vehicular traffic loads. Technical suitability of such bedding, as per the guidelines

of CPHEEO, is studied and adopted as found acceptable.

4.6 RISING MAIN

Sewage may have to be carried to higher elevations or to treatment plant through force main.

The size of the main should be determined by taking into account the initial cost of pipeline and

cost of operation of pumping for different sizes. Hazen - Williams formula is generally used for

computing the frictional losses, however this equation also gives erroneous results, hence the

Colebrook-White equation has been used. The size of pressure main has been calculated for

velocity of 1.4 to 1.7 m/sec for design peak flows with a maximum velocity upto 2.5 m/sec.

Losses in valves, fittings, etc. are dependent upon the velocity head V2/2g. Loss in bends, elbows

depend upon the ratio of absolute friction factor to pipe diameter, besides the velocity head. Loss

due to sudden enlargement depends upon the ratio of diameters.

Each individual case needs to be studied from various aspects such as operation of pumps, the

specified limits, availability of land required for duplicating the main in future, etc.

The material for the rising main shall be DI pipe of class K – 9.

4.7 SEWAGE PUMPING STATIONS

For sewage pumping stations, the civil works have been designed for the sewer capacities,

however the mechanical and electrical equipment will be designed for the actual flows in view of

the ease of changing equipment in short time. The equipment life is considered to be only 15

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years compared to structures, which have about 60 years of useful life. Generally, the maximum

flow i.e. peak inflow at design horizon dictates the size of wet well of the pumping station.

Wet well sizes, for the present project, have been verified considering detention time of 15

minutes for minimum capacity pump.

Fully submersible pumps have been considered where motor is housed in the pump in submerged

unit. Modifications / upgradation at existing pumping stations by combining dry and wet wells

due to unavailability of additional space have been proposed considering installation of

submersible pumps.

4.7.1 Design Year

Design year for civil work shall be 2041 and that of electrical / mechanical components shall be

2026

4.7.2 Minimum Wet Well Capacity

Minimum 15 min HRT at average flow is considered while calculating the net wet well volume.

Additional depth of about 1.2 m is given for dead storage.

4.7.3 Selection of Pumps

Generally, the pump capacity is decided on the basis of the following factors:

♦ Average and Peak flows.

♦ Capacity of the wet well available.

♦ Carrying capacity of the receiving sewer.

Though ideally three pumps (4 running + 2 standby) are recommended, in many cases where the

inflow is more, the average capacity pumps become very large and are beyond the range of

pumps manufactured. In such cases, more numbers of smaller capacity pumps are recommended.

In case the capacity of the wet well is large enough, and inflow is relatively less, lesser number

of higher capacity pumps can be installed. Both the above options have a limitation that the

receiving sewer shall be of adequate size to carry the sewage flow.

Solid Handling Capacity: In spite of the provision of screens, the impeller clearance has to be

sufficient to handle solids entering the pumps accidentally. Usually submersible pumps can

handle solids upto 100 mm.

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4.8 SEWAGE TREATMENT PLANTS

Capacities of sewage treatment plant have been calculated on the basis of estimated average

flows and may be installed on the basis of actual flows. Land may be notified for the final

capacity to generate a total treatment capacity i.e. for the design year of 2041. Units can be added

on actual sewage basis. Determination of treatment capacity also depends on the execution of

sewerage schemes to collect and convey it to STP site. Therefore, planning of STP capacities

has been done on the basis of average flow condition and the assumption that main line from the

drainage area of the STP will be operational by the design horizon of the STP.

4.8.1 STP Capacities

The capacity of a sewage treatment plant is derived assuming per capita water supply of 150

litres and considering that 80% of water supply ends up as sewage from its drainage zone.

Infiltration of 5000 lit/Ha/day is considered while finalising the capacity of a STP.

4.8.2 Sewage Characteristics

Although the Manual on Sewerage and Sewage Treatment (CPHEEO) prescribes typical sewage

characteristics of Indian towns, in case of NMC, the values differ slightly. The raw and treated

sewage characteristics considered in Nashik are as follows

Sr. No. Parameters Unit Raw Treated

1 pH 7 to 8 7 to 8

2 Total Suspended Solids mg/l 300 < 30.00

3 BOD5 at 20 0C mg/l 200 < 20.00

4 Oil & Grease mg/l 30 < 10.00

4.8.3 Design years for STP

Land to be acquired for ultimate design year of 2041

Phase I: For flow upto year 2026

Phase II: For flow upto year 2041

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4.8.4 Selection of Treatment Scheme

The selection of a particular type of treatment depends upon the techno-economic feasibility of

the process selected for the treatment. The techno-economic feasibility can be attributed to the

following parameters:

• Simple to construct and operate,

• Ability to handle strong sewage within short detention time,

• Minimum capital and operation cost,

• Possibility of cost recovery,

• Minimum land requirement,

• Ability to treat upto the prescribed discharge standards,

• Minimum odour, flies and other nuisance, and

• General acceptance to the people in the vicinity of the STP.

Following treatment options are commonly used in India

1. Option 1: Waste Stabilisation Ponds

2. Option 2: Aerated Lagoons and Maturation Ponds

3. Option 3: UASB followed by Facultative Aerated Lagoon (UASB + FAL)

4. Option 4: UASB followed by Aerobic Treatment (UASB + Aerobic treatment)

5. Option 5: Activated Sludge Process (ASP)

6. Option 6: Extended Aeration (EA)

7. Option 7: Sequential Batch Reactor (SBR)

For first three treatment options land requirement is more as compared to other options. In

Nashik, there are limitations on availability of the land because NMC has to acquire land at

various locations for STP and pumping stations. In Nashik city, land cost is very high.

Considering this first three options shall not be considered in Detailed Project Report.

Techno-economical evaluation of last four options shall be carried out during detailed

engineering for final selection of treatment scheme. Design criteria of these treatment scheme is

given below.

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4.8.5 Design criteria UASB followed by Aerobic Treatment

Sr. Parameter Value Unit

1. Inlet Chamber

Hydraulic retention time 60 sec

2. Screen Channel

Clear opening through mechanical screen 6 mm

Clear opening through manual screen 20 mm

Minimum approach velocity at average flow 0.3 m/sec

Minimum velocity through screen at peak

flow

0.6 m/sec

Maximum velocity through screen at peak

flow

1.2 m/sec

3. Detritor Tank

Overflow rate 959.0 cum/m2/day

4. UASB Reactor

Hydraulic retention time(minimum) 9.0 hours

Solids retention time 33.0 days

Sludge bed concentration 60.0 Kg TSS/m3

Maximum sludge bed height 80.0 % of H to gas

collector

Average upflow velocity 0.6 m/h

Maximum upflow velocity 1.5 m/h

Average aperture velocity 2.5 m/h

Maximum aperture velocity 5.0 m/h

Angle of gas collector 50.0 Degree

Hood width 0.44 m

Settling zone surface percentage 75.0 % of total surface

area

Settling zone detention time (minimum) 1.5 hours

Feed inlet point distance 2.0 m

Overlap 0.15 m

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Sr. Parameter Value Unit

5. Aeration Tank

F/M ratio 0.15

MLSS 3500 mg/lit

MLVSS/NLSS 0.7

Min power requirement 15 W/m3

6. Secondary Clarifier

Average overflow rate 15 m3/m2/day

7. Gasholder

Retention time 8.0 hours

Pressure 0.03 Kg/ cm2

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4.8.6 Design criteria for Activated Sludge Process

Sr. Parameters Value Unit

1. Inlet Chamber

Hydraulic retention time (minimum) 30 sec

2. Fine Screen Channel

Clear opening through screen 6 mm

Minimum approach velocity at average flow 0.3 m/sec

Minimum velocity through screen at peak flow 0.6 m/sec

Maximum velocity through screen at peak flow 1.2 m/sec

3. Grit Chamber

Particle size 0.15 mm

Specific gravity of grit at 20o C 2.65

4. Primary Clarifier

Surface overflow rate at average flow 35 cum/sqm/day

5. Aeration Tank

F/M 0.30

MLSS 3000 mg/l

MLVSS/MLSS 0.8

O2 provided 1.2 Kg O2/kg BOD

removed

6. Secondary Clarifier

Surface overflow rate at average flow 25 cum/sqm/day

7. Sludge Thickener

Rate of solids surface loading 30 kg/sqm/day

8. Sludge Digester

SRT 20 days

9. Gas Holder

Detention time 6 hours

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4.8.7 Design Criteria for Extended Aeration

Sr. Parameters Value Unit

1. Inlet Chamber

Hydraulic retention time (minimum) 30 sec

2. Fine Screen Channel

Clear opening through screen 6 mm

Minimum approach velocity at average flow 0.3 m/sec

Minimum velocity through screen at peak flow 0.6 m/sec

Maximum velocity through screen at peak flow 1.2 m/sec

3. Grit Chamber

Particle size 0.15 mm

Specific gravity of grit at 20o C 2.65

4. Aeration Tank

F/M 0.15

MLSS 3500 mg/l

MLVSS/MLSS 0.6

O2 provided 1.2 Kg O2/kg BOD

removed

5. Secondary Clarifier

Surface overflow rate at average flow 15 cum/sqm/day

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4.8.8 Design Criteria for Sequential Batch Reactor

Domestic wastewater is difficult to treat using Extended Aeration, without having very large

tanks and long hydraulic retention time to degrade the waste. Although EA has been a proven

treatment process, in the current scenario it is not possible to install the same due to limitation of

space.

Advanced treatment technology of Sequential Batch Reactor (SBR) comprises of following

treatment plant units.

1. Inlet Chamber

2. Screen and grit channels

3. Sequential batch reactors

4. Diffused aeration system

5. Sludge dewatering system

SBR technology eliminates secondary clarifier as aeration and settling carried out in the same

tank. It is a batch type process.

During the period of cycle the liquid is filled in the SBR upto a set operating water level.

Aeration blowers are started for a pre-determined time to aerate the sewage along with the

biomass. After the aeration cycle, the biomass settles under perfect settling conditions. Once

settled, the supernatant is removed from the top using decanter, solids are wasted from the tanks

during the decanting phase.

These phases in a sequence constitute a cycle, which is then repeated.

One more feature of this technology is that it produces much smaller quantity of sludge and this

sludge requires no further treatment such as digestion, due to the fact that it produces digested

sludge which does not smell as in conventional plant.

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CHAPTER 5 :

MASTER PLAN PROPOSAL

FOR SEWERAGE NETWORK

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5 MASTER PLAN PROPOSAL FOR SEWERAGE

NETWORK

Based on the topography, the city is divided into seven sewerage zones as follows: (Refer

drawing no. MWH/169/MP/KEYPLAN).

1. Tapovan Sewerage Zone

2. Agar Takali Sewerage Zone

3. Chehadi Sewerage Zone

4. Panchak Sewerage Zone

5. Kamathwada Zone

6. Pimpalgaon Khamb Zone

7. Gangapur Zone

The sewer lines which are in good condition shall be augmented for the required capacity.

Initially some of the sewers will have very low flows, hence the operation and maintenance

required for the sewers having less velocity will be high. Flushing facilities have to be provided

to avoid choking/silting in the sewers.

Considering population forecasting and sewage flow for respective years of 2016, 2026, and 2041

for various sewerage zones are as follows:-

Table: 5.1 Population forecasting and sewage flow for respective years of 2016, 2026, and

2041 for various sewerage zones

Sewerage Zone Population Flow (MLD)

2016 2026 2041 2016 2026 2041

Tapovan Zone

New Kapila PS 242,313 348,449 577,237 33.87 48.00 78.35

Makhamalbad relief 176,239 242,728 371,583 24.39 33.24 50.44

Waghadi Relief (LHS

Waghadi)

61,743 99,776 196,753 8.87 13.93 26.67

Waghadi Relief (RHS

Waghadi)

1,757 2,413 3,612 0.24 0.33 0.49

Waghadi Relief (Waghadi

Branch 1)

956 1,313 1,965 0.13 0.17 0.26

Waghadi Relief (Waghadi

Branch 2)

1,617 2,220 3,324 0.25 0.33 0.49

Old Kapila PS 7,703 10,655 16,188 1.02 1.40 2.12

Old Ganeshwadi PS 96,981 148,842 188,634 13.10 19.83 25.23

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Sewerage Zone Population Flow (MLD)

2016 2026 2041 2016 2026 2041

New Ganeshwadi PS 113,456 178,179 211,070 17.72 26.72 32.55

New Ganeshwadi 92,449 147,257 169,923 14.13 21.64 25.72

Chopada Nalla 21,007 30,921 41,147 3.59 5.08 6.83

Takali PS 152,420 152,420 - 20.00 20.00 0.00

Makhamalabad Zone (Sub

zone)

Gangapur Road PS 82,777 119,511 164,860 12.07 17.08 23.55

Gangapur Road 70,299 101,143 140,417 9.81 13.90 19.27

Mate Nursery PS 10,639 15,594 25,286 1.46 2.14 3.47

Sharnapur Rd. Relief

(Gangapur road)

12,478 18,368 24,443 2.26 3.18 4.28

Makhamalabad STP area PS 25,988 45,479 99,857 3.75 6.28 13.30

Makhamalabad Nalla U/s 4,879 8,539 18,749 0.70 1.18 2.50

Makhamalabad STP 21,108 36,939 81,108 3.04 5.10 10.80

Makhamalabad Nalla PS 16,371 28,648 62,900 2.18 3.75 8.10

Makhamalabad Nalla D/s 4,761 8,332 18,292 0.63 1.08 2.34

Makhamalabad Nalla 11,610 20,316 44,607 1.56 2.67 5.76

Agar Takali Zone

Agar Takali PS 360,958 596,382 1,026,136 49.50 80.14 137.04

Cidco and Nasardi to Agar

Takali 327,667 547,249 956,298 44.76 73.29 127.35

Panchak to agar takali 33,291 49,133 69,839 4.73 6.85 9.69

Nasardi Sangam PS 124,852 182,770 245,554 20.55 29.01 39.26

Bhadrakali PS 27,361 41,404 52,464 7.32 10.07 13.43

Sharanpur Road Relief (Sharnapur Rd.)

13,387 20,282 25,643 3.34 4.62 6.13

Sharnapur Rd. Relief

(Chopda Nullah)

9,541 14,318 18,415 3.34 4.49 6.09

Sharnapur Rd. Relief (Khadkali Chawk)

4,434 6,803 8,406 0.64 0.96 1.20

Takali area (GRB Extention) 19,372 28,519 37,940 2.71 3.92 5.22

Excess New Ganeshwadi - - - 0.00 0.00 0.00

Sharnapur Rd. Relief (LHS

of Kanmwar Bridge) 10,904 16,868 20,541 1.45 2.21 2.71

Sharnapur Rd. Relief (RHS

of Kanmwar Bridge)

8,890 13,168 17,327 1.25 1.81 2.39

Sharnapur Rd. Relief (Sarda Chawk)

21,084 31,644 40,685 2.83 4.20 5.41

Waghadi Relif (LHS Kapila) 14,804 20,340 30,448 1.98 2.70 4.02

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Sewerage Zone Population Flow (MLD)

2016 2026 2041 2016 2026 2041

Waghadi Relif (RHS Kapila) 22,438 30,827 46,150 3.01 4.10 6.09

Panchak Zone

Panchak STP PS 67,801 94,112 146,165 9.72 13.31 20.40

Dasak Panchak PS 113,140 168,414 306,444 15.75 23.05 41.10

Nandur Dasak (Manur) 60,454 92,783 162,037 8.33 12.56 21.61

Nandur Dasak (RHS

Godawari) 6,428 9,500 14,801 0.93 1.34 2.06

Nandur Dasak 46,258 66,131 129,605 6.50 9.15 17.43

Manur PS 106,566 164,024 302,793 15.65 23.42 41.97

Nandur Dasak (Nandur) 106,566 164,024 302,793 15.65 23.42 41.97

Chehadi Zone

Chehadi PS 208,412 309,125 492,318 30.72 44.46 69.65

Chehadi 174,467 256,313 400,971 25.64 36.81 56.75

Vihitgaon 27,122 41,542 68,674 3.81 5.72 9.32

Chadhegaon PS 6,823 11,270 22,674 1.27 1.93 3.58

Chadhegaon PS 6,823 11,270 22,674 1.27 1.93 3.58

Kamathwada zone

Kamathwada PS 165,230 255,702 382,470 24.01 36.15 53.60

Untwadi PS

Pimpalgaon Khamb Zone

Pimpalgaon Khamb PS 168,497 241,939 416,502 22.39 31.84 54.24

Gangapur Zone

Gangapur PS 12,609 18,283 29,342 1.84 2.62 4.13

Chikhali Nalla PS 78,926 112,067 181,528 10.77 15.10 24.16

Total 2,145,000 3,175,000 4,850,000 304.60 442.16 668.75

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5.1 TAPOVAN SEWERAGE ZONE

The Tapovan sewerage zone split up in to two different sewerage zones namely, the Tapovan

sewerage zone and Makhamalabad sewerage.

5.1.1 Tapovan Sewerage Zone

The Tapovan Sewerage Zone consists of the Panchavati sewerage zone, Makamalabad relief

sewerage zone, Old Kapila sewerage zone and Godavari Right Bank Sub sewerage zone.

Panchavati Sewerage Zone

This zone is also called as Godavari Left Bank Zone. There are two gravity trunk main sewers

that run along the Godavari left bank. One is constructed by MWSSB in the year 1969-70, called

“OLD SEWER” and the other one is constructed by NMC before the time of “SIHASTA” in

1991. These two sewers collect the sewage mainly from the left bank, viz. Sewer along Ramwadi

nalla, Makhamalabad road sewer, sewer along Aruna nalla and Ramkund sewer and discharge it

to the Old Ganeshwadi Pumping Station. Another separate trunk main runs along Waghadi river

to meet the Old Ganeshwadi pumping station. Thus these three trunk mains are discharging

sewage into the existing Old Ganeshwadi pumping station.

The sewage generated from this zone will be taken to Old Ganeshwadi Pumping Station and then

pumped to Tapovan STP. The excess sewage overflows and comes into the New Ganeshwadi

Pumping station.

The analysis for the Panchavati Sewerage Zone indicates that initially for the year 2011, the

failing percentage of existing lines has been reduced to 1% for year 2011 and 6% for year 2041 as

a result of introduction of Makhamalabad relief sewer.

The part of the sewer line, which is in working condition, shall be augmented for the required

capacity and some part of the flow from this line shall also be diverted to Makhamalabad relief

sewer.

Table 5.2 :Adequacy Status of Panchavati Sewerage Zone

Description 2011(% Length) 2026(% Length) 2041(%Length)

Inadequate 1 4 1

Adequate 99 96 99

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Underground Sewerage System for Nashik City under JNNURM Master Plan Report

5 - 5

Table 5.3 : Diameter wise length after adequacy check of Panchavati Zone to Old

Ganeshwadi pumping station for year 2041.

Diameter Existing Propose Replace Total

150 1,328 1,328

200 13,948 2,748 16,696

250 248 560 416 1,224

300 6,252 560 6,812

350 684 480 752 1,916

400 828 944 1,772

450 1,684 1,684

500 3,692 3,692

600 1,904 876 80 2,860

700 748 748

800 632 632

900 960 960

Total Length 31,580 6,552 2,192 40,324

(Diameter in mm and Length in m)

Makhamalabad Relief Sewerage Zone

The existing length of the sewer in Makhamalabad relief sewerage zone is 72,652m and the

diameter ranges from 200 to 700 mm. This relief sewer runs along the Nashik Left Bank Canal to

New Kapila Pumping Station.

Makhamalabad relief sewer is also proposed which will cater abundant area in this zone,

concurrently absorbing the stress on the existing lines. This sewer has the diameter in the range of

450 mm to 1800 mm and the length of 6,640 m.

Table 5.4 : Adequacy status of Makhamalabad relief sewerage zone

Description 2011(% Length) 2026(% Length) 2041(%Length)

Inadequate 0 1 2

Adequate 100 99 98

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Underground Sewerage System for Nashik City under JNNURM Master Plan Report

5 - 6

Table 5.5: Diameter wise length after adequacy check of Makhamalabad relief sewerage

zone for year 2041 (flow to New Kapila pumping station)

Diameter Existing Propose Replace Total

150 14,380 14,380

200 33,248 3,748 36,996

250 4,848 1,260 6,108

300 16,932 2,551 19,483

350 1,636 1,803 244 3,683

400 7,184 1,449 8,633

450 1,848 3,936 5,784

500 3,772 4,198 292 8,262

600 1,070 820 1,890

700 432 1,730 1,396 3,558

800 60 60

900 1,620 1,620

1000 1,380 1,380

1200 1,380 1,380

1600 2,660 2,660

Total Length 69,900 43,225 2,752 1,15,877

(Diameter in mm and Length in m)

Old Kapila Sewerage Zone

There are two major existing sewers running along the left and Right Bank of river Kapila. The

analysis of this zone displays that 7% of existing lines will become inadequate in the year 2041.

Major area in this zone does not have any sewer line. Hence this zone has fair amount of

proposed sewer lines with the diameter ranging from 150 mm to 600 mm. The upstream area

above Aurangabad road is diverted and flows towards Agartakali sewerage Zone. And the

remaining downstream area below Aurangabad road is flows in to the Old Kapila Pumping

Station. So that the sewers running into old Kapila sewerage zone becomes adequate for the year

up to 2041.

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Underground Sewerage System for Nashik City under JNNURM Master Plan Report

5 - 7

Table 5.6 Diameter wise length and adequacy check of Old Kapila sewerage zone for year

2041

Diameter Existing Total

200 848 848

300 2,272 2,272

400 1,600 1,600

600 636 636

Total Length 5,356 5,356

(Diameter in mm and Length in m)

Godavari Right Bank Sewerage Zone:

The existing main trunk sewer is running along the Godavari Right Bank and discharges into the

New Ganeshwadi pumping station. This sewer collects sewage from all the right bank main

sewers viz.: sewers along the Gangapur nalla, Shivaji Nagar nalla, MIDC nalla, Aanandvalli

nalla, Mate Nursery area, Mahatma Nagar area, Mahatma Phule Nagar, Sahadev Society, Old

pumping station road, Old Gangapur nalla, Medical college road, Malharkhan nalla & Gharpure

ghat nalla. The upstream part of Godavari right bank sewer flows from Chikhali nalla is pumped

in to the Gangapur STP. Also below Chikhali nalla sewerage zone, Mate Nursery area is also

having intermediate lift pumping station and pumped in to existing Godavari right bank sewer in

Anandvalli Gaothan area. Then it’s comes into the proposed Gangapur road pumping station

through Godavari right bank sewer by gravity. The Gangapur road pumping station flow is then d

pumped in to the Makhamalabad relief sewer up to the year 2021 and after 2021; it’s pumped in

to the proposed Makhamalabad STP. Downstream of Gangapur road pumping station sewerage

zone the existing trunk main sewer runs towards New Ganeshwadi pumping station with

collecting sewage areas under chopada nalla and old Nashik city area.

About 4% of total sewer lines will become inadequate for the year 2041. The total length of

inadequate sewer lines is 1,300m. A relief sewer is also proposed to make the major trunk lines

sufficient for the criteria of the discharge through the sewer.

Table 5.7 : Adequacy Status of Godavari Right Bank Sewerage Zone

Description 2011(% Length) 2026(% Length) 2041(%Length)

Inadequate 2 1 1

Adequate 98 99 99

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5 - 8

Table 5.8 : Diameter wise length after adequacy check of Godavari Right Bank sewerage

zone for year 2041 (to New Ganeshwadi)

Diameter Existing Propose Replace Total

200 15,988 15,988

250 1,180 700 1,880

300 4,008 600 4,608

350 260 260

400 332 332

450 1,948 1,948

500 880 640 1,520

600 320 320

800 3,636 20 3,656

900 200 200

1400 1,720 1,720

Total Length 30,472 660 1,300 32,432

(Diameter in mm and Length in m)

5.1.2 Makhamalabad sewerage Zone

Most of the area is within Makhamalabad sewerage zone is undeveloped. Mostly this sewerage

zone collects the west side area and area up to Godavari left bank of the Makhamalabad nalla.

The sewage from proposed Gangapur Road Pumping Stations along Godavari right bank trunk

main sewer will be taken to propose Makhamalabad STP. The Gangapur Road pumping station

area also covers the sub sewerage area of Mate Nursery intermediate pumping station, which is

located along Godavari right bank at Anandvalli Gaothan.

Around 37,208 m of network of existing lines is present in this area and having diameter ranging

from 200 mm to 800 mm. About 7% of total sewer lines will become inadequate for the year

2041. The total length of inadequate lines is 2,788 m and the diameter is 200mm and 300mm.

Table 5.9:Adequacy Status of Gangapur road sub Sewerage Zone

Description 2011(% Length) 2026(% Length) 2041(%Length)

Inadequate 0 3 4

Adequate 100 97 96

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Underground Sewerage System for Nashik City under JNNURM Master Plan Report

5 - 9

Table 5.10: Diameter wise length after adequacy check of Gangapur road sub sewerage

zone for year 2041 (to Gangapur Road)

Diameter Existing Propose Replace Total

200 22,792 320 23,112

250 360 1,900 2,260

300 4,736 388 5,124

350 340 500 840

400 340 1,344 1,684

450 780 780

500 404 404

800 5,072 50,72

Total Length 34,420 2,068 2,788 39,276

(Diameter in mm and Length in m)

5.2 AGAR TAKALI SEWERAGE ZONE

The Agar Takali Sewerage Zone consists of the Nasardi Sub Sewerage Zone, Takali Sub

Sewerage Zone.

5.2.1 Nasardi Sub Sewerage Zone

Nasardi Sub Sewerage zone consists of the extension of Godavari Trunk main sewer covering the

right bank of Godavari river from Kannamwar Bridge, Sarda circle, the area of Bhadrakali sub

sewerage zone and upstream part of Kapila river. The Bhadrakali sub sewerage zone covers the

Sharanpur relief sewer and area of Khadkali chawk.

Bhadrakali sub sewerage zone

Bhadrakali sub sewerage zone covers area of Sharanpur road relief sewer. Around 12,252 m of

network of existing lines is present in this area having diameter ranging from 200 mm to 700 mm.

About 1% of total sewer lines will become inadequate for the year 2041 which is negligible. The

total length of inadequate lines is 140 m and the diameter is 250mm.

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5 - 10

Table 5.11 : Adequacy Status of Bhadrakali Sub Sewerage Zone

Description 2011(% Length) 2026(% Length) 2041(%Length)

Inadequate 0 0 1

Adequate 100 100 99

Table 5.12 : Diameter wise length after adequacy check of Bhadrakali sub sewerage zone

for year 2041 (to Nasardi PS)

Diameter Existing Replace Total

200 6,792 6,792

250 140 140

300 2,416 2,416

400 292 292

500 800 800

600 620 620

700 1,192 1,192

Total Length 12,112 140 12,252

(Diameter in mm and Length in m)

Godavari Extension Sub Sewerage Zone

Godavari extension sub sewerage zone area covers the area contributing the Sarda Circle to

Kannamwar bridge and extend along Godavari right bank sewer up to Nasardi Sangam. Around

24,484 m of network of existing lines is present in this area having diameter ranging from 250

mm to 1400 mm.

About 22% of total sewer lines will become inadequate for the year 2041. The total length of

inadequate lines is 5,884 m and the diameter ranges from 150 mm and 300 mm. The total length

of the proposed network is 2,508 m and the diameter ranges from 150 mm to 800 mm.

Table 5.13: Adequacy Status of Godavari extension Sub Sewerage Zone

Description 2011(% Length) 2026(% Length) 2041(%Length)

Inadequate 8 11 3

Adequate 92 89 97

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5 - 11

Table 5.14: Diameter wise length after adequacy check of Godavari Extension sub sewerage

zone for year 2041 (to Nasardi PS)

Diameter Existing Propose Replace Total

150 1,068 772 1,840

200 9,976 340 10,316

250 3,064 3,60 3,064

300 912 208 1,120

350 340 3,684 4,024

700 256 524 780

800 800 1,108 1,908

1400 3,580 3,580

Total Length 18,600 2,508 5,884 26,632

(Diameter in mm and Length in m)

Kapila to Agartakali Sub Sewerage Zone

Upstream part of Kapila River area is diverted to the Agartakali Sewerage zone. Around 11,684

m of network of existing lines is present in this area having diameter ranging from 150 mm to 400

mm.

About 7% of total sewer lines will become inadequate for the year 2041. The total length of

inadequate lines is 968 m and the diameter ranges from 250mm and 300 mm. The total length of

the proposed network is 3,602 m and the diameter ranges from 150 mm to 600 mm.

Table 5.15: Adequacy Status of Panchak to Agartakali Sub Sewerage Zone

Description 2011(% Length) 2026(% Length) 2041(%Length)

Inadequate 0 01 06

Adequate 100 99 94

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5 - 12

Table 5.16: Diameter wise length after adequacy check of Kapila to Agartakali sewerage

zone for year 2041 (to Nasardi PS)

Diameter Existing Propose Replace Total

150 256 256

200 6,596 6,596

250 844 844

300 3,164 3,164

350 996 856 1,852

400 112 112 224

600 2,350 2,350

Total Length 10,716 3,602 968 15,286

(Diameter in mm and Length in m)

5.2.2 Takali Sub Sewerage Zone:

The Takali Sub Sewerage Zone carries sewage from Bhujbal Farm area and discharges in to the

Agar Takali Pumping Station located in Takali village. This Trunk main also carries sewage from

Untwadi, Morewadi area. This sewerage zone is having old Takali sewage pumping station. Agar

takali pumping station is also collects part area of the Panchak old sewerage zone.

Takali Sub sewerage zone

The length of the existing network is 1,44,964 m and the diameter ranges from 150 to 1800mm in

Takali Sub Sewerage Zone.

The analysis for the Takali Sub Sewerage Zone indicates that initially for the year 2011, the

failing percentage of the sewer in terms of discharge is around 1%, which further increases to 6%

for the year 2041. The total length of inadequate lines is 8,920 m and the diameter ranges from

200mm to 500 mm.

Ample amount of sewage network is proposed in this region to cater for the area, which is

unsewered. Plenty of relief sewers also are proposed in this zone which will fulfil the requirement

of the existing sewers for the year 2041. The total length of the proposed network is 13,504 m and

the diameter ranges from 300 mm to 1400 mm.

The part of the sewer line, which is in good condition, shall be augmented for the required

capacity and some part of the flow from this line shall also be diverted to Takali relief sewer.

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Underground Sewerage System for Nashik City under JNNURM Master Plan Report

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Table 5.17: Adequacy Status of Takali Sub Sewerage Zone

Description 2011(% Length) 2026(% Length) 2041(%Length)

Inadequate 1 3 2

Adequate 99 97 98

Table 5.18: Diameter wise length after adequacy check of Takali sewerage zone of Takali

relief sewer for year 2041 (to Agar Takali)

(Diameter in mm and Length in m)

Panchak to Agartakali Sub Sewerage Zone

Part area of the Panchak diverted to the Agartakali Sewerage zone. Around 9,724 m of network of

existing lines is present in this area having diameter ranging from 150 mm to 300 mm.

About 6% of total sewer lines will become inadequate for the year 2041. The total length of

inadequate lines is 908 m and the diameter ranges from 250mm to 300 mm. The total length of

the proposed network is 3,685 m and the diameter ranges from 250 mm to 600 mm.

Diameter Existing Propose Replace Total

150 932 932

200 54,012 54,012

250 17,724 2,440 20,164

300 28,324 1,345 1,848 31,517

350 3,144 192 2,240 5,576

400 4,572 1,660 60 6,292

450 3,632 1,012 700 5,344

500 2,172 2,035 1,272 5,479

600 3,400 2,208 160 5,768

700 3,620 1,060 200 4,880

800 4,356 1,660 6,016

900 996 1,312 2,308

1200 3,720 820 4,540

1400 1,428 200 1,628

1600 2,220 2,220

1800 1,792 1,792

Total Length 1,36,044 13,504 8,920 1,58,468

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Table 5.19 : Adequacy Status of Panchak to Agartakali Sub Sewerage Zone

Description 2011(% Length) 2026(% Length) 2041(%Length)

Inadequate 0 04 02

Adequate 100 96 98

Table 5.20: Diameter wise length after adequacy check of Panchak to Agartakali sewerage

zone for year 2041

Diameter Existing Propose Replace Total

200 4,128 4,128

250 4,092 20 4,112

300 532 440 972

350 855 468 1,323

400 64 64

450 1,910 1,910

600 900 900

Total Length 8,816 3,685 908 13,409

(Diameter in mm and Length in m)

5.3 CHEHADI SEWERAGE ZONE:

Chehadi Pumping station sewerage zone consists of three major parts namely Chehadi, Vihitgaon

and Chadhegaon pumping station.

The brief information about these zones has been mentioned in the following discussion.

The Chehadi sewerage zone consists of Nashik Road and Deolali area. The three main branches

meet the main trunk sewer, which is the Chehadi trunk main. The sewage from the Chehadi,

Vihitgaon and Chadhegaon pumping station sub sewerage zone area has been taken by gravity to

the pumping station at Chehadi.

Chehadi sewerage zone carries 51,224 m of existing network from which around 2% of total

sewer lines will become inadequate for the year 2041. The total length of inadequate lines is

1,120 m and the diameter is 300 mm. The total length of the proposed network is 23,570 m and

the diameter ranges from 150 mm to 1000 mm.

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Table 5.21: Adequacy Status of Chehadi Sub Sewerage Zone

Description 2011(% Length) 2026(% Length) 2041(%Length)

Inadequate 0 1 1

Adequate 100 99 99

Table 5.22: Diameter wise length after adequacy check of Chehadi sewerage zone for year

2041

Diameter Existing Propose Replace Total

150 920 920

200 17,768 3,996 21,764

250 1,880 540 2,420

300 12,428 4,504 16,932

350 1,860 840 2,700

400 2,010 280 2,290

450 3,712 3,712

600 3,744 3,340 7,084

800 2,892 2,140 5,032

1000 3,140 4,260 7,400

1200 4,540 4,540

Total length 50,104 23,570 1,120 74,794

(Diameter in mm and Length in m)

5.3.1 Vihitgaon Sub Sewerage Zone

This zone caters for the region of which almost 50% part is unsewered. This zone carries 7,840 m

of existing network and the diameter varies from 200mm to 400mm. About 800 m of existing

sewer length will not be sufficient for the year 2041, which is 5% of the network in this zone. The

diameter is 300 mm.

The proposed length of the network in this zone is around 7,380 m.

Table 5.23: Adequacy Status of Vihitgaon Sub Sewerage Zone

Description 2011(% Length) 2026(% Length) 2041(%Length)

Inadequate 0 0 5

Adequate 100 100 95

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Table 5.24: Diameter wise length after adequacy check of Vihitgaon sewerage zone for year

2041

Diameter Existing Propose Replace Total

150 400 400

200 3,120 2,420 5,540

250 80 80

300 3,020 800 3,820

350 540 1,000 800 2,340

400 360 220 580

450 1,460 1,460

500 400 400

600 600 600

Total Length 7,040 7,380 800 15,220

(Diameter in mm and Length in m)

5.3.2 Chadhegaon Sub Sewerage Zone

Chadhegaon is an intermediate pumping station. This sub sewerage zone caters the area, which is

completely unsewered. This is a zone, which gratifies the area having 100% proposed network.

The diameter of this proposed network fluctuates from 150 mm to 450 mm, while the length

extends to 2,720 m.

Table 5.25: Adequacy Status of Chadhegaon Sub Sewerage Zone

Description 2011(% Length) 2026(% Length) 2041(%Length)

Inadequate 0 0 0

Adequate 100 100 100

Table 5.26 : Diameter wise length after adequacy check of Chadhegaon sub sewerage zone

for year 2041

Diameter Propose Total

150 580 580

200 920 920

250 560 560

300 620 620

450 40 40

Total length 2,720 2,720

(Diameter in mm and Length in m)

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5.4 PANCHAK SEWERAGE ZONE

This zone is primarily classified into three parts viz.: Dasak Panchak sub sewerage zone and

Panchak sub sewerage zone.

5.4.1 Dasak Panchak Sub Sewerage Zone

The Dasak Panchak sub sewerage zone area is bound by the Godavari river on the north, the

right bank canal on the south, the Nashik Municipal Corporation boundary on the East and

Gandhi Nagar Takali road in the west. This sub sewerage zone having two pumping stations, one

is Dasak Panchak pumping station and other is Manur Pumping station.

This zone carries 34,080 m of existing sewer network and the diameter ranges from 200mm to

800mm.

About 8% of total sewer lines will become inadequate for the year 2041. The total length of

inadequate lines is 4,720 m and the diameter ranges from 250mm to 1200 mm.

The total length of the proposed network is 17,353 m and the diameter ranges from 150 mm to

1200 mm.

Table 5.27: Adequacy Status of Dasak Panchak Sub Sewerage Zone

Description 2011(% Length) 2026(% Length) 2041(%Length)

Inadequate 0 1 7

Adequate 100 99 93

Table 5.28: Diameter wise length after adequacy check of Dasak Panchak sewerage zone for

year 2041

Diameter Existing Propose Replace Total

150 2,732 2,732

200 14,352 1,536 15,888

250 3,076 660 368 4,104

300 6,556 1,196 180 7,932

350 2,088 184 1,240 3,512

400 760 876 1,636

450 2,804 1,636 4,440

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Diameter Existing Propose Replace Total

500 252 300 552

600 3,144 3,144

700 800 148 276 1,224

800 248 2,677 2,925

900 2,212 2,212

1000 990 990

1200 4,718 144 4,862

Total length 34,080 17,353 4,720 56,153

(Diameter in mm and Length in m)

5.4.2 Panchak Sub Sewerage Zone:

Panchak zone carries 24,780 m of existing sewer network and the diameter ranges from 200mm

to 800mm.

The analysis of this zone displays that 12% of existing lines will become inadequate in the year

2041 having the length of 4040 m. This zone has only 10% proposed sewer lines with the

diameter ranging from 150 mm to 300 mm of length 3204 m.

The analysis for the Panchak Sub Sewerage Zone indicates that initially for the year 2011, the

failing percentage of the sewer in terms of discharge is negligible, which further increases to 13%

for the year 2041.

The proposed length of the network in this zone is around 3252 m.

Table 5.29: Adequacy Status of Panchak Sub Sewerage Zone

Description 2011(% Length) 2026(% Length) 2041(%Length)

Inadequate 0 1 12

Adequate 100 99 88

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Table 5.30: Diameter wise length after adequacy check of Panchak sewerage zone

for year 2041

Diameter Existing Propose Replace Total

150 2,312 2,312

200 12,464 716 13,180

250 4,096 40 444 4,580

300 1,580 136 572 2,288

350 3,024 3,024

400 1,024 1,024

450 712 712

500 1,404 1,404

600 1,784 1,784

700 668 668

800 1,048 48 1,096

Total Length 24,780 3,252 4,040 32,072

(Diameter in mm and Length in m)

5.5 KAMATHWADA SEWERAGE ZONE

Industrial Zone binds northern boundary of Kamathwada sewerage zone.

This zone carries 50,164 m of existing network from which around 7% will become inadequate

up to year 2041. The diameter of these inadequate lines varies from 200 mm to 600 mm.

The analysis for the Kamathwada Sewerage Zone indicates that initially for the year 2011, the

failing percentage of the sewer in terms of discharge is around 2%, which further increases to 7%

for the year 2041.

The proposed length of the network in this zone is 12,300 m.

Table 5.31: Adequacy Status of Kamathwada Sewerage Zone

Description 2011(% Length) 2026(% Length) 2041(%Length)

Inadequate 2 1 4

Adequate 98 99 96

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5 - 20

Table 5.32: Diameter wise length after adequacy check of Kamathwada sewerage zone for

year 2041

Diameter Existing Propose Replace Total

150 944 944

200 29,876 1,116 30,992

250 2,732 140 180 3,052

300 4,832 2,844 260 7,936

350 220 336 556

400 1,996 1,024 3,020

450 232 232

500 1,316 936 1,144 3,396

600 5,032 984 6,016

700 2,144 324 2,468

1000 1,716 1,716

1200 1,100 1,036 2,136

Total Length 46,236 12,300 3,928 62,464

(Diameter in mm and Length in m)

5.6 PIMPALGAON KHAMB ZONE

This is the southern most part of Nashik. River Waldevi flows through this zone. An industrial

zone restricts the boundary of this zone in the Northwest, the military area cuts the boundary of

this zone in the Northeast. The STP for this zone is proposed on the banks of river Waldevi.

This zone carries 18,340 m of existing sewer network and the diameter ranges from 200mm to

800mm.

About 13% of total sewer lines will become inadequate for the year 2041. The total length of

inadequate lines is 2,720 m for the diameter 300 mm, 700mm and 800 mm.

The total length of the proposed network is 2,268 m and the diameters are 150mm, 300mm and

1200 mm.

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Underground Sewerage System for Nashik City under JNNURM Master Plan Report

5 - 21

Table 5.33: Adequacy Status of Pimpalgaon Khamb Sewerage Zone

Description 2011(% Length) 2026(% Length) 2041(%Length)

Inadequate 0 7 6

Adequate 100 93 94

Table 5.34: Diameter wise length after adequacy check of Pimpalgaon Khamb sewerage

zone for year 2041

Diameter Existing Propose Replace Total

150 284 284

200 4,580 4,580

250 3,192 3,192

300 4,368 312 4,680

350 200 200

400 624 416 1,040

450 540 448 988

500 596 596

600 596 596

700 924 924

800 776 776

900 448 448

1200 1,672 632 2,304

Total Length 15,620 2,268 2,720 20,608

(Diameter in mm and Length in m)

5.7 GANGAPUR SEWERAGE ZONE

Gangapur sewerage zone is the smallest zone in Nashik situated in the Northwest direction. This

sewerage zone consists of two sub sewerage zones, Gangapur and Chikali Nalla. Gangapur STP

is proposed to treat the wastewater generated in this zone, on the banks of river Godavari.

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5.7.1 Gangapur sub sewerage zone

Gangapur sub sewerage zone carries 5,564 m of existing sewer network and diameter rages from

200mm to 400mm.

The total length of the proposed network is 1,176 m and the diameter ranges from 150mm to

500mm.

Table 5.35: Adequacy Status of Gangapur sub Sewerage Zone

Description 2011(% Length) 2026(% Length) 2041(%Length)

Inadequate 0 0 0

Adequate 100 100 100

Table 5.36 : Diameter wise length after adequacy check of Gangapur sub sewerage zone for

year 2041

Dia. Existing Propose Total

150 180 180

200 3,500 3,500

300 1,524 232 1,756

400 540 708 1,248

500 56 56

Total Length 5,564 1,176 6,740

(Diameter in mm and Length in m)

5.7.2 Chikhali Nalla sub sewerage zone

Chikhali nalla sewerage zone carries 27,916 m of existing sewer network and the diameter ranges

from 200mm to 800mm.

About 4% of total sewer lines will become inadequate for the year 2041. The total length of

inadequate lines is 1,580 m for the diameter 200 mm, 300mm and 450 mm.

The total length of the proposed network is 11,518 m and the diameters ranges from 150mm to

900mm.

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Table 5.37: Adequacy Status of Chikhali Nalla sub Sewerage Zone

Description 2011(% Length) 2026(% Length) 2041(%Length)

Inadequate 0 1.5 2.5

Adequate 100 98.5 97.5

Table 5.38: Diameter wise length after adequacy check of Chikhali Nalla sub sewerage zone

for year 2041.

Diameter Existing Propose Replace Total

150 3,280 3,280

200 16,200 1,208 17,408

250 120 120

300 3,820 1,273 5,093

350 2,075 700 2,775

400 848 848

450 3,008 1,230 592 4,830

500 192 288 480

600 3,008 632 3,640

800 300 300

900 660 660

Total Length 26,336 11,518 1,580 39,434

(Diameter in mm & Length in m)

5.8 SUMMARY OF SEWERAGE NETWORK:

The sewers network in Nashik Municipal area is tabulated in the following table:

Table 5.39: Total sewers in Nashik Municipal Area

Diameter Existing Propose Replace Total

150 2,000 27,788 580 30,368

200 2,70,188 18,148 920 2,89,256

250 47,336 3,420 7,148 57,904

300 1,07,676 15,753 5,116 1,28,545

350 9,112 10,121 15,348 34,581

400 20,628 10,139 1,812 32,579

450 20,900 11,184 1,780 33,864

500 14,884 8,861 3,296 27,041

600 24,188 11,976 2,044 38,208

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Diameter Existing Propose Replace Total

700 8,384 5,338 2,720 16,442

800 18,184 7,405 1,884 27,473

900 2,156 3,592 2,660 8,408

1000 3,140 8,346 11,486

1200 8,260 9,690 1,812 19,762

1400 6,728 200 6,928

1600 2,220 2,660 4,880

1800 1,792 1,792

Grand

Total 5,67,776 1,54,621 47,120 7,69,517

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CHAPTER 6 :

MASTER PLAN PROPOSAL

FOR PUMPING STATIONS

AND SEWAGE TREATMENT

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6-1

6 MASTER PLAN PROPOSAL FOR PUMPING

STATIONS AND SEWAGE TREATMENT PLANTS

As per master plan proposal for sewerage network, there shall be seven sewerage zones in

Nashik City. These zones are based on topography of the city. Zone wise locations of Sewage

Treatment Plants and corresponding Sewage Pumping Stations are as follows,

Table 6.1: Zone wise locations of Sewage Treatment Plants and corresponding Sewage

Pumping Stations

Sr. No. Name of Zone Locations of Sewage Treatment Plants

Locations of Pumping Stations

1 Tapovan Tapovan 1. New Kapila

2. Old Kapila

3. Old Ganeshwadi

4. New Ganeshwadi

5. Takali (Kathegalli)

Makhamalabad 1. Gangapur Road

2. Mate Nursery

3. Makhamalabad STP

4. Makhamalabad Nalla

2 Agar Takali Agar Takali 1. Agar Takali

2. Nasardi Sangam

3. Bhadrakali

4. Untwadi

3 Chehadi Chehadi 1. Chehadi

2. Chadhegaon

4 Panchak Panchak 1. Panchak STP

2. Dasak Panchak

3. Manur

5 Kamathwada Kamathwada 1. Kamathawada

6 Pimpalgaon Khamb Pimpalgaon Khamb 1. Pimpalgaon Khamb

7 Gangapur Gangapur 1. Gangapur

2. Chikhali Nallah

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6.1 MASTER PLAN PROPOSAL FOR PUMPING STATIONS

There shall be 21 pumping stations in the city. The location of pumping stations is finalized in

consultation with NMC. Criteria for finalizing the locations of pumping stations are land

availability and depth of sewer lines. Location of sewage treatment plants is also considered

while finalizing the location of pumping stations (Refer drawing no.

MWH/169/MP/KEYPLAN).

The population in the catchment area of each pumping station measures to work out the average

flow to each pumping station. Based on the population, average flow to these pumping stations

for the key years is as follows;

Table 6.2: Details of population & average flow for key years

Sr

No Pumping Station Location 2026 2041

MLD MLD

Tapovan Zone

1 New Kapila PS 48.00 78.35

2 Old Kapila PS 1.40 2.12

3 Old Ganeshwadi PS 19.83 25.23

4 New Ganeshwadi PS 26.72 32.55

5 Takali (Kathegalli) PS 20.00 0.00

Makhamalabad Sub Zone

6 Gangapur Road PS 17.08 23.55

7 Mate nursery PS 2.14 3.47

8 Makhamalabad STP area PS 6.28 13.30

9 Makhamalabad Nalla PS 3.75 8.10

Agar Takali Zone

10 Agar Takali PS 80.14 137.04

11 Nasardi Sangam PS 29.01 39.26

12 Bhadrakali PS 10.07 13.43

13 Untwadi PS 28.00 28.00

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Sr

No Pumping Station Location 2026 2041

MLD MLD

Panchak Zone

14 Panchak STP PS 13.31 20.40

15 Dasak Panchak PS 23.05 41.10

16 Manur PS 23.42 41.97

Chehadi Zone

17 Chehadi PS 44.46 69.65

18 Chadhegaon PS 1.93 3.58

Kamathwada zone

19 Kamathwada PS 36.15 53.60

Pimpalgaon Khamb Zone

20 Pimpalgaon Khamb PS 31.84 54.24

Gangapur Zone

21 Gangapur PS 2.62 4.13

22 Chikhali Nalla PS 15.10 24.16

Civil work including wet well, screen channels, admin building, MEP room etc for all proposed

pumping station shall be designed and constructed for the flow of year 2041. All electrical /

mechanical components including rising main shall be provided in two phases. Phase I shall be

upto year 2026 and Phase II shall be upto year 2041.

6.1.1 Tapovan Zone

Tapovan zone is the one of the largest sewerage zones. Makhamalabad is the sub zone in

Tapovan zone. In all there are nine pumping stations in Tapovan zone. Some are exiting and

some are proposed. The details of each pumping station are as follows.

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6.1.1.1 Old Ganeshwadi

This is an existing pumping station. It receives flow from catchment area of Old Ganeshwadi.

This pumping station is commissioned in the year 1967 and is located on the left bank of river

Godavari. It is about 2.7 km away from the 78 MLD STP at Tapovan.

Its civil structural life of 50 years will get over within 10 years. Mechanical life of 15 years is

completed once. In the year 2003 NMC replace all the pumps and motors. Considering this, these

pumps will work upto year 2021.

6.1.1.2 New Ganeshwadi

This is existing pumping station. It receives flow from catchment area of New Ganeshwadi. This

pumping station is in good condition and is located on the left bank of river Godavari. There

shall not be any modifications / changes to this pumping station. This pumping station will work

as per existing practice. The maximum pumping capacity of this pumping station is 45 MLD and

pumps to existing 78 MLD STP at Tapovan.

6.1.1.3 Mate Nursery

The proposed pumping station shall receive flow downstream area of Godavari right bank sewer

near Anandvalli Gaothan. It shall be near Godavari right bank along Anandvalli nalla. The

approximate area required for the construction of this pumping station is 1500 m2.

The capacity of this pumping station for the key years is given in the following table. All civil

works shall be constructed to cater the flow for the year 2041. However electrical and

mechanical components shall be provided for the flow upto year 2026.

Table 6.3: Flow details for Mate Nursery PS

2026 2041

Average sewage flow, MLD 2.00 3.00

Peak factor 3.00 3.00

Peak flow, MLD 6.00 9.00

About 350 m rising main from this pumping station will take sewage to the manhole of Godavari

right bank sewer at Anandvalli Gaothan chowk area.

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6.1.1.4 Takali (Kathegalli)

This pumping station receives flow from catchment area of Takali. Presently Kathegally

pumping station is pumping about 21 MLD of flow to the existing 78 MLD capacity STP at

Tapovan. As per this proposal this flow shall be pumped to the new 52 MLD STP at Tapovan till

year 2026.

For this delivery pipe from Kathegally pumping station shall be modified suitable so that it shall

take raw sewage to the new 52 MLD STP.

This pumping station is about 2 km away from the STP site. This results in higher head loss and

subsequently higher motor capacity. This adds huge power cost.

To save power cost, after year 2026 this pumping station may be discarded. By doing this flow to

this pumping station will may be taken to the STP at Agar Takali by gravity.

6.1.1.5 Kapila

This is very small capacity pumping station. This is constructed mainly to handle flow during

Kumbhamela. It is situated about 500 m away from 78 MLD STP at the junction river Godavari

and Kapila.

There shall not be any change in existing Kapila pumping station. The average capacity of this

pumping station is 7.5 MLD. This pumping station pumps sewage to existing 78 MLD STP at

Tapovan.

6.1.1.6 New Kapila

Proposed Gaodavari Left Relief sewer and Kapila right sewer shall be taken near to the existing

pumping station at Kapila in the survey no. of Nashik 329(P). The approximate area required for

the construction of this pumping station is about 2500 m2.

The capacity of this pumping station for the key years is as follows;

Table 6.4: Capacity of New Kapila PS for key years

2026 2041

Average sewage flow, MLD 48.00 79.00

Peak factor 2.25 2.25

Peak flow, MLD 108.00 177.75

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As per approved DPR of Package I, 52 MLD capacity pumping station is already under

construction. All civil and electrical & mechanical components are designed for the flow of 52

MLD which will take care upto year 2026.

Considering this additional pumping station of capacity 27 MLD shall be required after year

2026. The HRT of the 52 MLD pumping station is 15 mins. If additional 27 MLD is taken into

this pumping station then HRT of the well will be around 10 min which is acceptable. Hence to

cater the flow upto year 2041 additional civil work will not require.

After year 2026, only electrical & mechanical components along with rising main for the

additional 27 MLD shall be provided in the existing wet well. This flow shall be taken to the

proposed Tapovan STP.

6.1.1.7 Gangapur Road

The proposed pumping station shall receive flow from GRB line. It shall be constructed on the

old Gangapur Water pumping station on the existing land of NMC. It shall be down stream of

Chopda Nallah pumping station. The approximate area required for the construction of this

pumping station is 1500 m2.

The capacities of this pumping station for the key years are given in the following table. All civil

works shall be constructed to cater the flow for the year 2041. However electrical and

mechanical components shall be provided for the flow upto year 2026.

Table 6.5: Capacity of Gangapur Road PS for key years

2026 2041

Average sewage flow, MLD 18.00 24.00

Peak factor 2.25 2.25

Peak flow, MLD 40.50 54.00

About 2.5 km rising main from Gangapur Road pumping station will take sewage to the

proposed STP at Makhamalabad.

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6.1.1.8 Makhamalabad STP

The proposed pumping station shall receive flow from Makhamalabad area. It shall in the

Makhamalabad STP premises. The approximate area required for the construction of this

pumping station is 2500 m2.

The capacity of this pumping station for the key years is given in the following table. All civil

works shall be constructed to cater the flow for the year 2041. However electrical and

mechanical components shall be provided for the flow upto year 2026.

Table 6.6: Capacity of Makhamalabad STP for key years

2026 2041

Average sewage flow, MLD 7.00 14.00

Peak factor 2.50 2.25

Peak flow, MLD 17.50 31.50

About 100 m rising main from this pumping station will take sewage to the proposed STP at

Makhamalabad.

6.1.1.9 Makhamalabad Nallah

The proposed pumping station shall receive flow from Makhamalabad area. It shall near bridge.

The approximate area required for the construction of this pumping station is 1500 m2.

The capacity of this pumping station for the key years is given in the following table. All civil

works shall be constructed to cater the flow for the year 2041. However electrical and

mechanical components shall be provided for the flow upto year 2026.

Table 6.7: Capacity of Makhamalabad STP for key years

2026 2041

Average sewage flow, MLD 4.00 8.00

Peak factor 2.50 2.25

Peak flow, MLD 10.00 18.00

About 2500 m rising main from this pumping station will take sewage to the proposed STP at

Makhamalabad.

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6-8

6.1.1.10 Summary

There shall be nine pumping stations in Tapovan zone. The summary of these pumping stations

is as follows;

Table 6.8: Summary of all the Pumping Stations

Sr.

No.

Locations of

PS

Average design

capacity (MLD)

Discharge to Status Land

requirement

2026 2041 m2

1 Old

Ganeshwadi

20.00 25.00 78 MLD

existing STP

Existing NMC land

2 New

Ganeshwadi

27.00 32.50 78 MLD

existing STP

Existing NMC land

3 Takali 20.00 0.00 78 MLD

existing STP

Existing

pumping

station and will

be defunct

from the year

2026

NMC land

4 Kapila 1.40 2.25 78 MLD

existing STP

Existing NMC land

5 New Kapila 48.00 79.00 52 MLD under

construction

STP

Under

construction

2500.00

6 Gangapur Road 18.00 24.00 Proposed STP

at

Makhamalabad

Proposed PS NMC land

(1500.00)

7 Mate Nursery 2.00 3.00 Godavari right

bank sewer

Proposed PS 1500.00

8 Makhamalabad 7.00 14.00 Proposed STP

at

Makhamalabad

Proposed PS 2500.00

9 Makhamalabad

Nallah

4.00 8.00 Proposed STP

at

Makhamalabad

Proposed PS 2500.00

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6.1.2 Agar Takali Zone

There shall two pumping stations in Agar Takali Zone. One will be in the STP premises and

other will be on the junction of Godavari River and Nasardi River.

6.1.2.1 Agar Takali

This pumping station shall receive flow from Nasardi relief sewer, from CIDCO line and some

part of Panchak. The capacities of this pumping station for the key years are given in the

following table. All civil works shall be constructed to cater the flow for the year 2041. However

electrical and mechanical components shall be provided for the flow upto year 2026. The

approximate area required for the construction of this pumping station is 2500 m2.

Table 6.8: Capacity of Agar Takali PS for key years

2026 2041

Average sewage flow, MLD 80.00 137.00

Peak factor 2.25 2.00

Peak flow, MLD 180.00 274.00

As per approved DPR of package I the pumping station of average capacity 210 MLD is under

construction. Here all civil works is designed for 210 MLD and electrical / mechanical

components including rising main is designed for average 70 MLD flow.

From the above table it is seen that civil work of the under construction pumping station shall be

sufficient for the flow of 137 MLD. In the year 2026 total average flow to this pumping station is

80 MLD. Hence only electrical / mechanical components including rising main shall be provided

for 80 MLD average flow in Phase I.

6.1.2.2 Nasardi Sangam

This pumping station shall receive excess flow from Godavari Right Bank and from the area

along the trunk sewer. This pumping station shall be constructed near junction of Nasardi River

and Godavari River at survey no. of Nashik 373(P), 374(P). The approximate area required for

the construction of this pumping station is 2500 m2.

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The capacities of this pumping station for the key years are given in the following table. All civil

works shall be constructed to cater the flow for the year 2041. However electrical and

mechanical components shall be provided for the flow upto year 2026.

Table 6.9: Capacity of Nasardi Sangam PS for key years

2026 2041

Average sewage flow, MLD 30.00 40.00

Peak factor 2.25 2.25

Peak flow, MLD 67.50 90.00

About 800 m rising main from Nasardi pumping station will take sewage to the proposed STP at

Agar Takali

6.1.2.3 Bhadrakali

This pumping station shall receive excess flow from Sharanpur Relief sewer. This pumping

station shall be constructed near Khadkali, Shalimar chowk. The approximate area required for

the construction of this pumping station is 1500 m2.

The capacities of this pumping station for the key years are given in the following table. All civil

works shall be constructed to cater the flow for the year 2041. However electrical and

mechanical components shall be provided for the flow upto year 2026.

Table 6.10: Capacity of Bhadrakali PS for key years

2026 2041

Average sewage flow, MLD 10.00 14.00

Peak factor 2.50 2.25

Peak flow, MLD 25.00 31.50

Rising main from Sharanpur Pumping station will take sewage to the proposed Nasardi Sangam

Pumping station by gravity sewer.

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6-11

Summary:

There shall be two pumping stations in Agar Takali zone. The summary of these pumping

stations is as follows;

Table 6.11: Summary of pumping stations falling under Agar Takali Zone

Sr.

No.

Locations

of PS

Average design

capacity (MLD)

Discharge to Status Land

requirement

2026 2041 m2

1 Agar

Takali

80.00 137.00 70 MLD under

construction

STP

Under

construction. Only

E/M and rising

main will have to

be provided for an

additional flow of

18 MLD

Acquired

land for

Agar Takali

STP

(2500.00)

2 Nasardi

Sangam

30.00

40.00 Proposed STP

at Agar Takali

Proposed PS 2500.00

3 Bhadrakali 10.00 14.00 Proposed

Nasardi

Sangam PS

Proposed PS 1500.00

6.1.3 Chehadi Zone

In Chehadi zone there shall be two pumping stations. One intermediate pumping station at

Chadegaon and one main pumping station at Chehadi near existing 22 MLD STP.

6.1.3.1 Chehadi Pumping Station

This pumping station shall receive flow from chehadi. The capacities of this pumping station for

the key years are given in the following table. All civil works shall be constructed to cater the

flow for the year 2041. However electrical and mechanical components shall be provided for the

flow upto year 2026.

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Table 6.12: Capacity of Chehadi PS for key years

2026 2041

Average sewage flow, MLD 45.00 70.00

Peak factor 2.25 2.25

Peak flow, MLD 101.25 157.50

The existing pumping station at Chehadi will take only 66 MLD of average flow. It means civil

works of existing pumping station is sufficient upto year 2041. However pumping machinery and

rising main of the existing STP if for 22 MLD average flow. Hence electrical / mechanical

components including rising main will have to be provided for the average flow of 23 MLD.

Rising main from this pumping station will take sewage to the proposed STP at Chehadi.

6.1.3.2 Chedhegaon

An additional intermediate pumping station shall be constructed at Chadhegaon at survey no. of

Chedhegaon 2(P). The approximate area required for the construction of this pumping station is

1500 m2.

The capacities of this pumping station for the key years are given in the following table. All civil

works shall be constructed to cater the flow for the year 2041. However electrical and

mechanical components shall be provided for the flow upto year 2026.

Table 6.13: Capacity of Chadhegaon PS for key years

2026 2041

Average sewage flow, MLD 2.00 3.00

Peak factor 3.00 3.00

Peak flow, MLD 6.00 9.00

Rising main from this pumping station will take sewage to the nearby manhole from where it will

go to Chehadi pumping station by gravity.

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6.1.3.3 Summary

There shall be two pumping stations in Chehadi zone. The summary of these pumping stations is

as follows;

Table 6.14: Summary of Pumping Stations falling under Chehadi zone

Sr.

No.

Locations

of PS

Average design

capacity (MLD)

Discharge to Status Land

requirement

2026 2041 m2

1 Chehadi 45.00 70.00 22 MLD

existing STP

and 23 MLD

proposed STP

Only E/M

components

and rising main

will have to be

provided for an

additional flow

of 23 MLD

Existing

NMC land

2500.00

2 Chadhegaon 2.00 3.00 Near by

manhole

Proposed PS 1500.00

6.1.4 Panchak Zone

In Panchak zone there shall be three pumping stations. First at Dasak Panchak second at Nandur

and third pumping station at Panchak near existing STP.

6.1.4.1 Panchak PS

This pumping station shall receive flow from Panchak. This shall be constructed in the existing

NMC land. The approximate land requirement for the construction of this pumping station shall

be 2000 m2.

The capacities of this pumping station for the key years are given in the following table. All civil

works shall be constructed to cater the flow for the year 2041. However electrical and

mechanical components shall be provided for the flow upto year 2026.

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Table 6.15 : Capacity of Panchak PS for key years

2026 2041

Average sewage flow, MLD 13.50 20.50

Peak factor 2.25 2.25

Peak flow, MLD 30.38 46.13

The average capacity of the existing pumping station at Panchak is 7.50 MLD. Considering this

excess sewage flow runs to additional pumping station of capacity 13.00 MLD shall be

constructed. Electrical and mechanical components for 7.50 MLD average capacities shall be

provided in Phase I.

Rising main from this pumping station will take sewage to the proposed STP at Panchak.

6.1.4.2 Dasak Panchak

This proposed pumping station shall receive flow from Panchak zone and shall be located in the

survey no. of Dasak 98(P). The approximate area required for the construction of this pumping

station is about 1500 m2.

The capacity of this pumping station for the key years is as follows;

Table 6.16 : Capacity of Panchak PS for key years

2026 2041

Average sewage flow, MLD 23.00 41.00

Peak factor 2.25 2.25

Peak flow, MLD 51.75 92.25

As per approved DPR of Package I, 36.5 MLD capacity pumping station is already under

construction. All civil and electrical & mechanical components are designed for the flow of 36.5

MLD which will take care upto year 2026.

The HRT of the 36.5 MLD pumping station is 15 mins. If additional 4.5 MLD is taken into this

pumping station then HRT of the well becomes around 12 min which is acceptable. Hence to

cater the flow upto year 2041 additional civil work will not require.

After year 2026, only electrical & mechanical components for the additional 4.5 MLD shall be

provided in the existing wet well. This flow shall be taken to the proposed STP at Panchak.

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6.1.4.3 Manur

This proposed pumping station shall receive flow from North side area along Godavari river of

Panchak zone. The approximate area required for the construction of this pumping station is

about 1500 m2.

The capacity of this pumping station for the key years is as follows;

Table 6.17 : Capacity of Panchak PS for key years

2026 2041

Average sewage flow, MLD 23.00 42.00

Peak factor 2.25 2.25

Peak flow, MLD 51.75 94.50

This pumping station shall be designed as the balance flow of the Panchak sewerage zone area

for the year 2041 is 55.00 mld capacity and for the year 2026 is 30.00 mld.

6.1.4.4 Summary

There shall be two pumping stations in Panchak zone. The summary of these pumping stations is

as follows;

Table 6.18: Summary of pumping stations falling under Panchak Zone

Sr.

No.

Locations

of PS

Average design

capacity (MLD)

Discharge to Status Land

requirement

2026 2041 m2

1 Panchak 7.50 7.50 7.5 MLD

existing STP

and 72.5 MLD

proposed STP

Proposed PS Existing

NMC land

1500.00

2 Dasak

Panchak

23.00 41.00 21.0 MLD

proposed STP

After year 2026

only E & M

components

along with

rising main to

be provided.

1500.00

3 Manur 23.00

(30.00)

42.00

(55.00)

32.0 MLD

proposed STP

Proposed PS 1500.00

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6.1.5 Kamathwada Zone

There shall be one pumping station in Kamathawada zone. This pumping will receive flow from

Satpur division and shall be located in survey no. of Satpur 110, 112(P), 113 to 118. The

approximate area required for the construction of this pumping station is 2000 m2.

The capacities of this pumping station for the key years are given in the following table. All civil

works shall be constructed to cater the flow for the year 2041. However electrical and

mechanical components shall be provided for the flow upto year 2026.

Table 6.18 : Capacity of Kamathwada PS for key years

2026 2041

Average sewage flow, MLD 36.50 54.00

Peak factor 2.25 2.25

Peak flow, MLD 82.13 121.50

Rising main from this pumping station will take sewage to the proposed STP. There shall be

28.00 mld pumping station is propose in Untwadi and pumped into the relief sewer at Morwadi

area till year 2021.

6.1.6 Pimpalgaon Khamb Zone

There shall be one pumping station in Pimpalgaon Khamb zone. This pumping will receive flow

from Pimpalgaon division and shall be located in survey no. of Pimpalgaon 2(P), 3(P), 63(P),

133 (P). The approximate area required for the construction of this pumping station is 2000 m2.

The capacities of this pumping station for the key years are given in the following table. All civil

works shall be constructed to cater the flow for the year 2041. However electrical and

mechanical components shall be provided for the flow upto year 2026.

Table 6.19 : Capacity of Pimpalgaon Khamb PS for key years

2026 2041

Average sewage flow, MLD 32.00 55.00

Peak factor 2.25 2.25

Peak flow, MLD 72.00 123.75

Rising main from this pumping station will take sewage to the proposed STP.

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6.1.7 Gangapur Zone

There shall be two pumping stations in this zone. One pumping station near Gangapur STP and

second at Chikhali Nalla

6.1.7.1 Gangapur PS

This pumping will receive flow from Gangapur area and shall be located in survey no. of

Gangapur 2, 3(P). The approximate area required for the construction of this pumping station is

1500 m2.

The capacities of this pumping station for the key years are given in the following table. All civil

works shall be constructed to cater the flow for the year 2041. However electrical and

mechanical components shall be provided for the flow upto year 2026.

Table 6.20 : Capacity of Gangapur PS for key years

2026 2041

Average sewage flow, MLD 3.00 4.50

Peak factor 3.00 2.50

Peak flow, MLD 9.00 11.25

Rising main from this pumping station will take sewage to the proposed STP.

6.1.7.2 Chikhali Nallah

The proposed pumping station shall receive flow from GRB line. It shall be on the junction of

Chikhali Nallah and GRB in the survey no. of Anandvalli 54(P) and 55(P). It shall be upstream

of Chopda Nallah pumping station. The approximate area required for the construction of this

pumping station is 1500 m2.

The capacities of this pumping station for the key years are given in the following table. All civil

works shall be constructed to cater the flow for the year 2041. However electrical and

mechanical components shall be provided for the flow upto year 2026.

Table 6.21 : Capacity of Chikhali Nallah PS for key years

2026 2041

Average sewage flow, MLD 15.00 25.00

Peak factor 2.25 2.25

Peak flow, MLD 33.75 56.25

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About 2.5 km rising main from Chikhali Nallah pumping station will take sewage to the

proposed STP at Gangapur

6.1.7.3 Summary

There shall be two pumping stations in Gangapur zone. The summary of these pumping stations

is as follows;

Table 6.22 : Summary of pumping station falling under Gangapur Zone

Sr.

No.

Locations

of PS

Average design

capacity (MLD)

Discharge to Status Land

requirement

2026 2041 m2

1 Gagapur 3.00 4.50 Proposed STP at

Gagapur

Proposed PS 2500.00

8 Chikhali

Nallah

15.00 25.00 Proposed STP at

Gangapur

Proposed PS 2500.00

6.1.8 Summary of Pumping Stations

There shall be various pumping stations in Nashik City. Some are existing, some are under

construction and some are proposed. The summary of these pumping stations is as follows

6.1.8.1 Existing Pumping Stations

There are total six pumping stations in Nashik city. The details are as follows

Table 6.23 : Details of Existing Pumping Stations

Sr.

No.

Location Average

Capacity

(MLD)

Discharge to Remarks

1 Old Ganeshwadi 25.00 Existing Tapovan STP

2 New

Ganeshwadi

45.00 Existing Tapovan STP

3 Kapila 7.50 Existing Tapovan STP

4 Takali

(Kathegalli)

21.00 Existing Tapovan STP This pumping station

will not be in

operation from the

year 2021

5 Panchak 7.50 Existing Panchak STP

6 Chehadi 66.00 Existing Chehadi STP

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6.1.8.2 Under Construction Pumping Stations

As per approved DPR for Package-I following are pumping stations which are under

construction

Table 6.24 : Details of Pumping Stations under Construction

Sr. No. Location Average

Capacity (MLD)

Discharge to

1 New Kapila 52.00 52 MLD under construction STP at

Tapovan

2 Agar Takali 210.00 70 MLD under construction STP at

Agar Takali

3 Nandur Dasak 36.50 Proposed STP at Panchak

6.1.8.3 Proposed Pumping Stations

Following are the proposed pumping stations

Table 6.25 : Details of Proposed Pumping Stations

Sr. No. Location Corresponding

STP

Average Capacity for (MLD)

Civil work

(Year 2041)

E & M work

(Year 2026)

E & M work

(Year 2041)

Phase I Phase I Phase II

1 New Kapila Tapovan Nil Nil 44.00

2 Mate nursery Tapovan 3.00 3.00 Nil

3 Gangapur Road Makhamalabad 25.00 25.00 Nil

4 Makhamalabad

STP

Makhamalabad 14.00 7.00 7.00

5 Makhamalabad

Nallah

Makhamalabad 8.00 4.00 4.00

6 Agar Takali Agar Takali Nil 18.00 72.00

7 Nasardi Sangam Agar Takali 40.00 30.00 10.00

8 Bhadrakali Agar Takali 12.00 12.00 Nil

9 Chehadi Chehadi Nil 32.00 16.00

10 Chadhegaon Chehadi 3.00 3.00 Nil

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Sr. No. Location Corresponding

STP

Average Capacity for (MLD)

Civil work

(Year 2041)

E & M work

(Year 2026)

E & M work

(Year 2041)

Phase I Phase I Phase II

11 Panchak Panchak 14.50 7.50 7.00

12 Dasak Panchak Panchak Nil Nil 18.50

13 Manur Panchak 55.00 30.00 25.00

14 Kamathawada Kamathwada 54.00 36.50 17.50

15 Pimpalgaon

Khamb

Pimpalgaon

Khamb

55.00 32.00 23.00

16 Gangapur Gangapur 4.50 3.00 1.50

17 Chikhali Nalla Makhamalabad 25.00 15.00 10.00

6.2 MASTER PLAN PROPOSAL FOR SEWAGE TREATMENT PLANTS

As per master plan proposal for sewerage network, there shall be seven sewerage zones in

Nashik City. The total flow to these treatment plants for the key years is as follows;

Table 6.25 : Details of Flow to Sewage Treatment Plants for Key Years

Sr. No. STP Location Average flow (MLD)

2026 2041

1 Tapovan 115.95 138.25

2 Makhamalabad 27.11 44.95

4 Agar Takali 109.15 176.30

5 Chehadi 44.46 69.65

6 Panchak 59.78 103.47

7 Kamathwada 36.15 53.60

8 Pimpalgaon Khamb 31.84 54.24

9 Gangapur 17.71 28.29

Considering capacity of existing and under construction STP the proposed STP at Various

locations is as follows;

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Table 6.26 : Details of Proposed STP’s

Sr.

No.

STP Location Average Capacity (MLD)

Existing Under

construction

Upto

year

2026

Phase I

Upto

year

2041

Phase

II

Total Land

requirement

for Phase I

and II

(Ha)

1 Tapovan 78.00 52.00 0.00 9.00 139.00 NMC land

2 Makhamalabad 0.00 0.00 27.00 18.00 45.00 7.00

4 Agar Takali 0.00 70.00 40.00 67.00 177.00 NMC land

5 Chehadi 22.00 20.00 0.00 28.00 70.00 NMC land

6 Panchak 7.50 21.00 32.00 43.00 103.50 NMC land

7 Kamathwada 0.00 0.00 36.00 18.00 54.00 6.50

8 Pimpalgaon

Khamb

0.00 0.00 32.00 22.00 54.50 8.00

9 Gangapur 0.00 0.00 18.00 10.50 28.50 3.50

Total 107.50 163.00 185.00 216.00 671.50

6.2.1 Existing STPs

There are three existing STPs at following locations

1. 78 MLD STP at Tapovan

2. 22 MLD STP at Chehadi

3. 7.5 MLD STP at Panchak

STPs at Tapovan and at Chehadi are based on UASB followed by FAL treatment technology and

STP at Panchak is based on Activated Sludge Process.

6.2.1.1 78 MLD STP at Tapovan

The existing STP is based on UASB followed by FAL. This treatment technology requires huge

land because of lagoons. From the chart of sewage generation it is clear that at Tapovan total 139

MLD of flow will come. Considering existing 78 MLD and 52 MLD (this is under construction)

treatment plants additional 9 MLD STP will be required to construct at Tapovan in the year

2026.

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For this 9 MLD STP there is no sufficient land available at Tapovan. To create sufficient land

existing 78 MLD STP will have to convert into UASB followed by aerobic treatment. This

decision can be taken in the year 2024.

6.2.1.2 22 MLD STP at Chehadi

There shall not be any change in the existing 22 MLD STP at Chehadi.

6.2.1.3 7.5 MLD STP at Panchak

There shall not be any change in the existing 7.5 MLD STP at Panchak.

6.2.2 Proposed STPs

The selection of a particular type of treatment depends upon the techno-economic feasibility of

the process selected for the treatment. The techno-economic feasibility can be attributed to the

following parameters:

• Simple to construct and operate,

• Ability to handle strong sewage within short detention time,

• Minimum capital and operation cost,

• Possibility of cost recovery,

• Minimum land requirement,

• Ability to treat upto the prescribed discharge standards,

• Minimum odour, flies and other nuisance, and

• General acceptance to the people in the vicinity of the STP.

As mentioned in the design criteria, due to limitations of land only following treatment

technologies are considered for further techno-commercial evaluation for all proposed STPs.

1. Option 1: UASB followed by Aerobic Treatment (UASB + Aerobic treatment)

2. Option 2: Activated Sludge Process (ASP)

3. Option 3: Extended Aeration (EA)

4. Option 4: Sequential Batch Reactor (SBR)

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6.2.2.1 Option 1: UASB followed by Aerobic Treatment

The UASB process followed by Aerobic Treatment

• Primary treatment consisting of screening and degritting,

• UASB reactor for anaerobic degradation of sewage,

• Aerobic treatment units like aeration tank, secondary clarifier etc for further BOD/SS

reduction,

• Chlorination system for further reduction of faecal coliform and disinfecting treated

sewage.

• Gasholder for gas storage and Gas utilisation system, and

• UASB Sludge wasting and dewatering facilities,

The treatment process will consist of the following treatment units:

• Inlet Chamber,

• Fine Screen Channel,

• Detritor Tank,

• UASB Reactors

• Aeration Tanks with diffused aeration system

• Secondary clarifier

• Chlorination System,

• Sludge Pumping Station,

• Filtrate Pumping Station,

• Gas Utilisation System, and

• Sludge dewatering systm

UASB Technology

The development of the Upflow Anaerobic Sludge Blanket (UASB) reactor dates back from

early 1970’s. Pre sedimentation, anaerobic wastewater treatment and final sedimentation

including sludge stabilisation are essentially combined in one reactor making it most attractive

high-rate wastewater treatment Alternative. It produces high value by-products viz.

• Treated wastewater usable for gardening purpose or for pisci-culture after a simple post

treatment,

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• Methane enriched biogas having high calorific value is converted into a usable energy

resource like heat energy, electricity etc. and

• Mineralized excess sludge produced in UASB reactor for its usage as manure for agricultural

purpose.

UASB initially was developed for the anaerobic treatment of Industrial wastewater with a

moderate to high COD and BOD concentrations. The basic idea is flocculent or granular sludge

developed in the reactor depending on the wastewater characteristics and operational parameters

will tend to settle under gravity when applying moderate upward velocities in the reactor. In this

way no separate sedimentation basin is necessary. Anaerobic bacteria are developed in the

reactor and are kept in the biological reaction compartment for sufficient time. Organic

compounds present in the wastewater are absorbed or adsorbed on the sludge particles in the

reaction zone during its passage through the sludge bed. Organic compounds there after get

anaerobically biodegraded converting it into methane-enriched biogas and a small part into the

new bacterial mass. Biogas consists of Methane CH4, Carbon dioxide CO2, Hydrogen H,

Hydrogen Sulfide H2S and traces of Ammonia NH3 and Nitrogen N2. This biogas can be used as

energy source and for this reason is collected in gas collectors.

Feed Inlet

Sludge Bed

DeflectorBeam

Biogas

CollectorBiogas

Settling Zone

Gas

Collector

Angle

Frame

Stubs

Gas Dome

Gas Pipe

Effluent Launder

Baffle Plate

Feed Inlet Pipe

Feed Inlet Box

A typical cross section of UASB Reactor

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A Gas, Liquid and Solids Separator (GLSS) is provided below the gas collectors in order to

provide an opportunity to the sludge particles to which Biogas bubbles are attached to lose

biogas and settle back into the reaction compartment. In between two gas collectors a settling

zone is provided where virtually no gas bubbles are present in the liquid. The sludge particles

carried alongwith the wastewater flow are settled in the settling zone and slide down into the

biological reaction zone. Wastewater enters the UASB reactor from the bottom and travels

through the reactor in the upward direction. In order to ensure sufficient contact between the

incoming wastewater and the anaerobic bacterial mass present in the reactor, the wastewater is

fed uniformly all over the bottom of the reactor. Further mixing in the reaction zone is achieved

by the production of the biogas travelling in the upward direction, settling velocity of the sludge

particles and the density currents in the sludge mass.

With proper seed material available at the time of Start-Up of the UASB reactor, the microbial

population is developed within three months period. Proper care is taken while designing the

UASB reactor to absorb estimated shock loads in terms of hydraulic and organic contents in the

wastewater. The reactor is having the following zones:

� Gas Collection zone

� Clarification zone

� Sludge blanket zone

Effluent from UASB reactor will not meet the discharge standards for BOD and TSS, hence,

further treatment is required. Therefore, post treatment in the form of Aerobic Treatment is

provided to meet these standards.

Aerobic Treatment

After UASB reactors the wastewater is taken to aeration tank containing microorganisms in

suspension in which the biological degradation takes place. Necessary oxygen shall be provided

by means of surface aerators or diffused aeration. Further, a secondary Clarifier is provided to

separate the activated sludge. A part of the incoming flow is re-circulated upstream of the

aeration tank. A tapping is provided on this line to lead the excess sludge to the sludge sump.

Schematic flow diagram of this option is presented in Figure 1

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Advantage: 1. Requires lesser land area.

2. No digestion of sludge is required.

3. Resource recovery is possible in terms of Biogas

Disadvantage: 1. Skilled labour is required for O&M.

2. Higher Operation cost than option 1 and 2

6.2.2.2 Option 2: Activated sludge Process

An Activated Sludge Process (ASP) is a type of Aerobic Suspended Growth system. The ASP

plant essentially consist of the following:

•••• Aeration Tank containing microorganisms in suspension in which biological degradation

of organic matter takes place aerobically,

•••• Activated Sludge Recirculation System to maintain the sufficient microorganisms in

Aeration Tank,

•••• Excess Sludge wasting and disposal facilities,

•••• Aeration system to transfer oxygen, and

•••• Secondary Settling tank to settle the suspended solids,

•••• Thickener to thicken activated sludge,

•••• Digester for sludge digestion,

•••• Gasholder for gas storage resulting from sludge digestion,

•••• Chlorination system for disinfecting treated sewage.

This Alternative consists of the following treatment units-

•••• Inlet Chamber,

•••• Fine Screen Channel,

•••• Detritor Tank,

•••• Primary Clarifier,

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•••• Aeration Tank,

•••• Secondary Clarifier,

•••• Chlorination System,

•••• Sludge Pumping Station,

•••• Filtrate Pumping Station,

•••• Sludge Thickener,

•••• Sludge Digester,

•••• Gasholder and

•••• Sludge Drying Beds.

Raw sewage will be received in the inlet chamber and then passed to the screen channel and

subsequently to the Detritor tank. In screen channel floating matters are trapped and removed

whereas in Detritor tank, grit is removed. After screening and grit removal the wastewater is

taken into a primary Clarifier. This is provided for the removal of suspended matter before taking

wastewater for further biological treatment. The sludge generated as a result of primary settling

is taken for thickening and subsequently for digestion. A sludge digester and pumps are provided

for this purpose.

After primary settlement of the suspended matter, the wastewater is taken to aeration tank

containing microorganisms in suspension in which the biological degradation takes place.

Further, a secondary Clarifier is provided to separate the activated sludge. A part of the incoming

flow is re-circulated upstream of the aeration tank. A tapping is provided on this line to lead the

excess sludge to the sludge sump.

A two-stage digestion system is provided for sludge digestion. The detention time in the digester

is about 20 days. Mixers are provided to operate in a completely mixed regime in the digester. It

is proposed to use sludge drying beds for sludge dewatering prior to sludge disposal.

The schematic flow diagram of this Alternative is presented in the Figure 2

Advantage: 1. Better treatment efficiency.

2. Resource recovery is possible in terms of Biogas

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Disadvantage: 1. Skilled labour is required for O&M.

2. Higher power consumption

3. Too many mechanical equipments

6.2.2.3 Option 3: Extended Aeration Process

Extended Aeration process is modified activated sludge process. Its components and process

description is same as mentioned in the activated sludge process except primary clarifier and

sludge digester is eliminated. The process employs low organic loading, long aeration time, high

MLSS concentration and low F/M ratio. The BOD removal efficiency is high. The excess sludge

does not require separate digestion and can be directly taken to the dewatering system.

Extended aeration process with Chlorination essentially consist of the following

• Primary treatment consisting of screening and degritting,

• Extended aeration treatment units like aeration tank, secondary clarifier etc

• Return sludge pumping station,

• Chlorination system for further reduction of fecal coliform and disinfecting treated sewage.

• Sludge drying beds

The schematic flow diagram of this Alternative is presented in the Figure 3.

Advantage: 1. Best treatment efficiency.

Disadvantage: 1. Skilled labour is required for O&M.

2. Highest power consumption

3. Too many mechanical equipments

6.2.2.4 Option 4: Sequential Batch Reactor

Domestic wastewater is difficult to treat using Extended Aeration, without having very large

tanks and long hydraulic retention time to degrade the waste. Although EA has been a proven

treatment process, in the current inquiry it is not possible to install the same due to limitation of

space.

Advanced technology of Sequential Batch Reactor (SBR) comprises of following treatment plant

units.

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1. Inlet Chamber

2. Screen and grit channels

3. Sequential batch reactors

4. Diffused aeration system

5. Sludge dewatering system

SBR technology eliminates secondary clarifier as aeration and settling carried out in the same

tank. It is a batch type process.

During the period of cycle the liquid is filled in the SBR upto a set operating water level.

Aeration blowers are started for a pre determined time to aerate the sewage along with the bio

mass. After the aeration cycle, the bio mass settle under perfect settling conditions. Once settled,

the supernatant is removed from the top using decanter, Solids are wasted from the tanks during

the decanting phase.

These phases in a sequence constitute a cycle, which is then repeated.

One more attraction of this technology is that it produces much smaller quantity of sludge and

this sludge requires no further treatment such as digestion, due to the fact that it produces

digested sludge which does not smell like that in conventional plant.

Advantage: 1. Requires lesser land area

2. Easy to operate as it is fully automatic

3. Excellent treatment efficiency.

Disadvantage: 1. High Capital cost

6.2.2.5 Evaluation of Treatment Options

Each treatment option has some positive and some negative aspects to it. These are discussed

below with reference to certain key factors.

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6.2.2.5.1 Process Performance

The treatment schemes proposed under all four options are suitable and technically viable to

meet the desired discharged standards. All the treatment schemes are time tested proven

treatment schemes.

Inference

All four treatment processes satisfy the Process Performance requirements since it will meet

all the desired discharge standards for land irrigation as well as river discharge.

6.2.2.5.2 Seasonal Variability

As regards coliform removal, the performance depends on the temperature. In winter due to low

temperature coliform removal efficiency will reduce while in summer months, coliform removal

will improve. These are least affected treatment processes.

Inference

All four options are the most suitable treatment process from the Seasonal Variability aspect

as it is least affected by the temperature variations.

6.2.2.5.3 Environmental Impact

Ground Water

This possibility is minimum in case of all options as these options have all the structures

designed and constructed in RCC as water retaining structures.

Mosquito

Mosquito breeding in the pond is generally caused due to weed growth and marginal vegetation

in badly maintained ponds. Fly breeding may be another problem in badly maintained ponds.

Hence this problem can occur only in badly maintained plants.

Odour

In summer months, blue green algae may grow vigorously in the pond, giving rise to floating

mats of algae. The algae in the mats may then die and give rise to odours. Some odorous

sulphides may also be generated in warmer months. Due to mechanical aeration in the all the

four options, odour problem is not foreseen. The UASB may at worst give a slightly localised

odour problem if it is not operated properly.

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Inference

All the four options are the most suitable treatment process as they have minimal adverse

environmental impact on the population. No odour and mosquito problem is envisaged due

to aeration.

6.2.2.5.4 Land Availability

The land requirement for option 1 and option 3 are high. Land requirement for option 4 is lowest

as compared to option 2.

Inference

The treated scheme can be selected based on the available land for proposed treatment

6.2.2.5.5 Resource Recovery

Options 1 and 2 offer the avenue for resource recovery from the treatment scheme. The by-

products are biogas and / or digested sludge. The biogas formed can be utilized as an energy

source and the sludge as manure. The Operation & Maintenance cost can be partly recovered

from the sale of these products.

Option 3 and 4 offer recovery of only digested sludge and not gas.

Inference

First two options are equally more beneficial than option 3 and 4 from the Resource

Recovery viewpoint as both these options generate biogas and sludge, which can partly

reduce the operating costs.

6.2.2.5.6 Sludge Handling

Option 1, 3 and 4 produce digested sludge and hence no further digestion is required. Option 2

produces undigested sludge hence further treatment like digestion of sludge is required

6.2.2.5.7 Capitalized Costs

The Capitalized Cost of the treatment alternatives is based on Capital Cost including land cost,

O&M Cost as well as Resource Recovery. The costs are annualised for 15 years at an interest

rate of 10%.

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6.2.2.6 Comparison of Treatment Options

Sr. Units Option 1:

UASB + Aerobic

Treatment

Option 2 :

Activated

Sludge Process

(ASP)

Option 3 :

Extended

Aeration (EA)

Option 4:

Sequential

Batch Reactor

(SBR)

1 Ease of Operation Skilled Very skilled Skilled Skilled

2 Possibility of Biogas

Production?

Yes Yes No No.

3 Possibility of Sludge

Production?

Yes Yes Yes Yes

4 Treated Sewage

Characteristics:

BOD, mg/l

TSS, mg/l

< 30

< 20

< 30

< 20

< 30

< 20

< 10

< 10

5 Likely problem areas

Odor

Seasonal variability

Ground water

pollution

Mosquito nuisance

potential

Localized

Minimum

Minimum

Moderate

Localized

Minimum

Minimum

Moderate

Minimum

Minimum

Minimum

Minimum

Minimum

Minimum

Minimum

Minimum

6 Potential for meeting

WHO

Bacteriological

guidelines for

irrigation

Suitable for

unrestricted

irrigation

Suitable for

unrestricted

irrigation

Suitable for

unrestricted

irrigation

Suitable for

unrestricted

irrigation

7 Sludge handling problem

High High High Moderate

8 Land requirement High High Highest Lowest

9 Capital Cost Low Low High Highest

10 O & M Cost Low Low Highest Lowest

Depending availability of land the treatment scheme shall be selected for various treatment

plants.

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CHAPTER 7 :

OPERATION AND

MAINTENANCE ASPECTS

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7 OPERATION AND MAINTENANCE ASPECTS

The Operation and Maintenance aspects of the Sewerage System have been dealt under three

categorical heads namely - Sewers, Pumping Stations and Treatment Plants.

7.1 GENERAL

Quality maintenance of sewerage system consists of the optimum use of labour, equipment and

materials to keep the system in good condition, so that it can accomplish efficiently its intended

purpose of collection and transportation of wastewater to the treatment plant.

7.1.1 Types of Maintenance

There are two types of maintenance of a sewerage system - preventive and emergency. It is

necessary that preventive or routine maintenance are carried out to prevent any breakdown of the

system and to avoid emergency operations to deal with clogged sewer lines or over flowing

manholes or backing up of sewage into a house or structural failure of the system. Preventive

maintenance is more economical and provides for reliability in operations of the sewer facilities.

Emergency repairs, which would be very rare if proper maintenance is carried out, will also have

to be provided for proper inspection and preventive maintenance is a necessity.

7.2 O & M OF SEWERS

Sewers have to be operated and maintained by following a regular programme. It is always

advisable to resort to planned preventive maintenance rather than breakdown maintenance.

Preventive maintenance includes necessary operations before hand which are in the nature of

routine servicing with the ultimate objective of preventing or reducing the probability of possible

breakdowns in the system. Such maintenance operations are carried out repeatedly at pre-

determined frequency, say cleaning a sewer once in a year or two years irrespective of the fact

whether it needs such attendance or not. It is necessary for NMC to plan a programme before

actual implementation in order to achieve targets with the limited manpower and machineries and

ensuring a minimum idle time for its resources. When the maintenance is deferred until a failure or

stoppage occurs, it becomes breakdown or corrective maintenance. Preventive maintenance helps

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in reducing the number of stoppages except the inevitable breakdowns. The various causes for

breakdown of sewers are :

1) Reduction in carrying capacity as a result of silting due to inflow from nearby

stormwater drains through overflow connections or groundwater infiltration through

leaking joints, poor connections at manholes or hydraulic overloading

2) Broken or collapsed sewers due to ageing, faulty installation, high-pressure, corrosive

industrial discharges, movement of the ground itself, or impacts during works on

other utility services

3) Missing / broken manhole covers

4) Physical stoppages due to entry of debris, rags, undesirable objects such as from

slaughter houses, hotels, etc.

5) Collapsed / punctured manholes

6) Unauthorised use through connections not approved by NMC

7) Surcharge due to inadequacy of pumping

For regular operation and maintenance, it is necessary to consider the various options available for

sewer cleaning which mainly involves removal of silt from manholes and sewer lines and its safe

disposal. These options are discussed below with recommendations.

7.2.1 Sewer Cleaning Options

There are various options – manual and mechanical, to carry out sewer cleaning operations. Some

of the following options could be considered for Nashik:

• Manual cleaning

• Passing rope knots and discs through sewers

• Utilising bucket cleaning equipment

• Utilising jetting and suction equipment

7.2.1.1 Manual Cleaning

In the absence of sufficient specialised equipment for mechanised maintenance, sewers may be

manually cleaned with the abundance of available labour. The silt is collected manually from

manholes and large sewers where man-entry is possible but it is however, a very slow and risky

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operation. Proper artificial ventilation and adequate safety precautions are required before the

men enter the sewers.

The equipment presently used for manual cleaning or choke removal include the following:

Pick axe for lifting manhole cover

Phavra for lifting manhole cover, collecting spread out silt and clearing

debris

Manhole Guard circular steel rod kept on the open manhole covered while working

Iron Hook & Dog for removing blockage in pipe and cleaning annular gaps between

frame-cover respectively

Tripod Stand to keep the red globe lantern and Danger flag

Safety Lamp to check the presence of carbon monoxide and concentration of

oxygen in the manhole

Lead Acetate paper to check the presence of hydrogen sulphide

Safety Apparatus such as rubber boots, hand gloves, gas masks, harness belt

7.2.1.2 Passing Rope knots and Discs through sewers

In this manual method of sewer cleaning, solid split bamboos are passed through sewers from one

manhole to the other to create a link. Ropes are attached to this link and a rope link is created

between two manholes. Ropes are connected to one end of the split bamboo by means of GI

binding wire. The split bamboos may be detached and knots of adequate size can be made on the

same rope. A wooden disc with rubber gasket ring or a series of knots of rope are formed and

pulled through the sewer to and fro. The inside of the sewer (sewer fabric) gets scrubbed due to

this procedure and dislocates the encrusted silt. The freed silt flows away downstream and in this

way, the sewer can be cleaned from upstream to downstream.

This method is labour intensive and hence expensive. Further such vigorous scrubbing sometimes

breaks the joints and damages the sewer fabric. This method is therefore not adopted now in

modern sewer maintenance practices.

7.2.1.3 Bucket Cleaning Equipment

In the method of utilising the bucket cleaning equipment, two winches are installed on two

manholes. The winches will consist of machine operated pulleys having clutches and speed

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reduction gears. A rope link is established between two manholes. A bucket is attached to the

rope and pulled from one end to the other. The silt deposited in the sewer is collected in the bucket

and is taken out from a manhole. This method can also cause damage to manholes and sewer

fabric due to heavy pulling.

NMC presently has one Bucket Cleaning Equipment and has tendered for 2 more equipment of

similar type.

Due to slow cleaning process of the power bucket machinery and its limitations in surcharge sewer

lines, the jetting machine which is more effective and faster, has become more popular in

congested cities.

7.2.1.4 Jetting and Suction Equipment

The basic principle of operation is that the blockage is broken down and dislodged by high velocity

water jet and the material is flushed towards the downstream side. A separate suction pump or

airflow device may also be used to suck the dislodged material.

Jetting and suction equipment is mounted on a heavy truck chassis. Water is stored in a tank

(usually 6000 litres capacity) mounted on the truck. This water is jetted in the sewer line using a

high-pressure pump and a nozzle system with orifices. Fine jets with high velocity are generated.

On the forward and the backward pass of the jet, the deposited silt is loosened and gets collected in

the downstream manhole. From this manhole, it is sucked out in a slurry form to a silt tank

mounted on the chassis. Specifications of various types of imported jetting machines available in

the international market are attached herewith at the end of this Section.

Various sizes of jets and suction can be used to clean various diameter sewers. The equipment

available in India is usually effective for sewers upto 300 dia. and can be used upto 450 dia with

some modifications. For larger diameter sewers, imported heavy-duty suction and jetting machines

can be used. The requisite accessibility for the truck will have to be ensured before undertaking

actual cleaning work at a particular site. However, this should generally be feasible as most of the

sewers are under vehicular roads.

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In recent sewer maintenance programmes, these machines are preferred by many Municipal

Corporations and two such machines are being currently used in Nashik also.

7.2.2 Sewer Cleaning Programme

The size wise break-up of sewers, existing and proposed, in Nashik have been summarised in

Table 7.1. The total length of existing and proposed sewers from 200 to 350 mm dia. account for

about 540 km. Assuming that the sewers are cleaned once in two years and that one jetting

machine can clean about 50 km sewer length in a year, a total of 11 jetting machines will be

required for NMC. NMC has two jetting machines at present and hence, NMC shall have to

procure 9 additional jetting machines.

The total length of sewers with diameter in the range of 400-1100 mm is about 195 km. NMC

does not have VACTOR-make machines with tanker and skip vehicle. Assuming the frequency of

cleaning as once in three years and assuming that about 30 km sewer length is cleaned in one year

by a machine, two machines will have to be procured.

For 33 km length of sewers above 1100 mm size, the three (1 existing + 2 ordered) bucket

cleaning equipment of NMC will be sufficient to clear the total 33 km of sewers. However, this

equipment is likely to internally damage the pipe material during cleaning operations. Hence, one

DISAB CENTURION suction machine - model 175/9, 1806 is recommended for procurement

when the bucket cleaning equipment has outlived their useful life.

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Table 7.1 : Length of Existing and Proposed Sewers

Sr. No. Pipe Diameter

(mm)

Approx.

Length

(km)

Distance between Manholes (m)

Existing Sewerage System

1 Upto 200 272.2 30

2 250 - 350 164.1 30

3 400 - 450 41.5 55

4 500 - 600 39.1 70

5 700 - 1000 28.7 85

6 1100x1350 arch 3.1 80

7 1200 8.26 130

8 1400-1800 10.7 95

Total 567.7

Proposed Sewerage System

1 150-200 47.4 30

2 250 10.6 30

3 300 20.9 30

4 350 25.5 30

5 400 12.0 30

6 450 13.0 30

7 500 12.2 30

8 600 14.0 30

9 700 8.1 30

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Sr. No. Pipe Diameter

(mm)

Approx.

Length

(km)

Distance between Manholes (m)

10 800 9.3 30

11 900 6.3 90-100

12 1000 8.3 100

13 1200 11.5 120

14 1400 0.2 120

15 1600 2.7 120

Total 202.0

The following equipment is thus recommended for sewer cleaning purpose:

1. Jetting and suction machine of indigenous make with water tankers and skip vehicles for

sewers upto 300 mm. dia.

2. Imported machinery of either of the following make for sewers from 400 mm. to 1100 mm.

dia.

• MULLER make with water recycling facility with skip vehicles, or

• VACTOR 1500 make with water tanker and skip vehicles

3. Imported DISAB suction loader with 200 mm. suction for larger sewers of diameter 1200 mm

and above, with no jetting facility but provision of skip vehicles.

4. Air blowers and fans with provision for suction mode as well as pressure mode for extra

ventilation in sewers and manholes.

Some of the popular imported equipment available are discussed below.

7.2.2.1 DISAB Centurion

The brand name of this machine is DISAB CENTURION suction loader - model 175/9-1806. It

is essentially a giant vacuum cleaner generally used for sewers of 1200 mm. dia and above. It is

useful for removing dry powders, debris, silt, etc.

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This trailer mounted machine uses a 200 mm. suction and can remove large silt volumes in wet as

well as dry condition effectively from a distance of 200 m. from the manhole. It fills its own silt

tank and can unload the silt in skips. The skip vehicle can lift the skip and carry the same for

unloading. The tank capacity is generally 12 cu.m. It has an air cooled blower, operating at a

vacuum of 8000 mm WG with an air volume of 7070 cu.m per hour.

7.2.2.2 MULLER or VACTOR 1500 Jetting / Suction Machine

The MULLER make is a large machine that has a filter for silt load, dewaters the same and

recycles the filtered water. With this arrangement, it is not necessary to tap the water tank from

time to time. The VACTOR 1500 doesn’t have a water recycling facility and needs to be provided

with water from tankers as and when required.

The water jet can be 25 mm. or 40 mm. delivering at 680 litres per minute at 140 bar pressure.

The suction is 150 mm. to 200 mm. with large tanks.

It is very essential that such costly equipment is maintained properly and utilised without

stoppages. Guidelines for better operation and maintenance of these equipment include :

• Spare parts as per manufacturer’s recommendations can be procured in advance for about 5

years’ requirements.

• Annual maintenance or inspection contract can be emphasised during supply itself. This will

enable regular visit of a technician from the manufacturer to inspect or repair the machine

from time to time.

• Local manufacturers like ‘Air Tech’ company can be associated with such works of

maintenance or inspection on a regular basis once they have understood the specific details

from their foreign counterparts. They may even take up manufacture of such equipment in

India through collaborations.

Air Tech or equivalent Indian make sewer cleaning equipment will be considered for sewer

diameters upto 300 mm. VACTOR 1500, SUVAC or DISAB Centurion, heavy duty imported

equipment could be considered for larger diameters. Suction loaders should be considered for very

heavy duty desilting of nallahs, sewage treatment tanks, under bridges, etc.

It is generally observed that with these desilting equipment, all sewers can be maintained properly.

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The expected capital cost as well as operation and maintenance cost of machines required for the

sewerage system are given below.

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7.2.3 Capital Cost of Sewer Maintenance

The cost of proposed equipment for O&M of sewers, based on the market prices in 1998, is given

in Table 7.2. One set of safety equipment is proposed for one ward each.

Table 7.2 : Cost of New Equipment for O&M of Sewers

Sr.

No. Equipment

Quantity

(Nos.)

Rate

(Rs.)

Total Cost

(Rs. in Lacs)

1 Jetting and Suction machine (Indian) 9 30,00,000 270.00

2 VACTOR machine (Imported) 2 Provision Provision

3 DISAB Centurion (Imported) 1 Provision Provision

4 Safety equipment 12 set 2,46,000 29.52

The cost of one set of safety equipment is estimated considering the following basic costs of each

apparatus.

Description of Safety Equipment for sewer maintenance gang Rate (Rs.)

1. Helmet 500

2. Safety head lamp with helmet 4,000

3. Harness belt 850

4. Rubber hand gloves 100

5. Overalls 550

6. Breathing Apparatus 80,000

7. Gas Masks

Digital Gas Alarms (for four gases) 95,000

8. Intruder for entry in manhole 65,000

Total Cost of 1 set of safety equipment 2,46,000

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7.2.4 Operating Cost of Sewer Maintenance

1. Cost of Machinery

Cost of Jetting Machine Rs. 30 lakhs

Life of Jetting Machine 15 years

Working days per year 250 days

Cost of machine per year (assuming nil value after service) Rs. 2 lakhs

Cost of machine per day Rs. 800

Maintenance and fuel charges per day Rs. 1,000

Total Cost of Machinery per day (1) Rs. 1,800

2. Cost of Labour

1 Driver + 4 labourers per day Rs. 600

Total Cost of Labour per day (2) Rs. 600

3. Overhead Charges

At the rate of 30% of total machinery and labour cost Rs. 720

Total Overhead Charges per day (3) Rs. 720

Total Operating Charges per day (1+2+3) Rs. 3,120

Work done per day 200 meters (6 manholes)

Rate per meter Rs. 15.60

say, Rs. 16 per meter per day

As per above assumptions, the optimum output expected from one set of equipment and

correspondingly one gang of workers per year for 250 working days will be :

200 meters/day x 250 days = 50,000 metres i.e. 50 km per year.

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7.3 O & M OF SEWAGE PUMPING STATIONS

Alike sewers, sewage pumping stations have to be maintained by having a regular

maintenance programme. Various components of a sewage pumping station that require

regular maintenance are:

• Pumps

• Screens

• Rising Main

7.3.1 Maintenance of Pumps

A proper periodic preventive maintenance programme has to be chalked out in order to

prevent break down of pumps. A set of recommended spares for two years of trouble-free

operation of the pumping stations should be maintained by Nashik Municipal Corporation

along with adequate stock of consumable such as lubricating oil. The maintenance

programme should essentially include the following actions:

1) Visual and Audible Inspection

All operable equipment is to be inspected for visible and audible indications of possible

malfunctions as often as recommended by the preventive maintenance procedures in the

operation and maintenance instructions for the various pumps. Typical for the things to

look for and listen to are:

(i.) Observe operation of all moving mechanisms to determine if they are aligned

properly, moving at constant speeds, and producing no unusual vibrations. Feel

bearings and motor to detect overheating.

(ii.) Listen to all moving mechanisms for normal operational sounds (screeches

should indicate lack of lubrication; thumps should indicate broken or loose

components).

(iii.) Look for leaking or dripping water to determine if cracks or other openings have

developed.

2) Lubrication

Pumps and their associated motors and drives are to be lubricated in accordance with the

manufacturer's recommendations. This means that specific lubricants are to be applied to

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specific points at specific time intervals. The pumping units should be lubricated during

shutdown, not while in operation, unless otherwise specified by the manufacturer. If oil is

injected into the housing while the pump shaft is rotating, the rotary motion of the ball

bearings will pick up and retain a considerable amount of the oil. When the unit comes to

rest, the oil will drain down, resulting in an overflow around the shaft or from the oil cup.

When oil is being changed, the bearings should be cleaned and examined for possible wear.

3) Packing

Packing is to be removed at the recommended intervals of operations time to prevent

scouring of the shaft or shaft sleeve. To renew the packing, the packing nuts, clamps, and

glands are removed in accordance with the manufacturer's instructions (use of split glands

will facilitate removal). Before the packing is removed, the number of packing rings in the

front and the rear of the lantern ring are to be noted. After removal of the packing and the

water seal lantern ring, the packing box and the shaft are cleaned thoroughly. The new

packing must be of the same size provided by the manufacturer and must be installed

properly with correct gland alignment.

Each packing ring is cut to the proper length (ends must meet around the shaft but should

not overlap). Each ring is dipped in oil or otherwise lubricated, as specified by the

manufacturer, before it is placed in the packing box. Only one ring is to be inserted at a

time. Hand pressure should be sufficient to push the layers of packing into place.

Succeeding rings of packing are placed in the stuffing box so that the joints are staggered.

The reinstalled glands then may be taken up lightly by a slight tightening of the adjustment

nut to form the packing in the packing box. The gland followers should enter the packing

box at least 0.13 in. (3 mm) to prevent blocking of the glands, but they should not touch

the shaft.

In water seal units, leakage from the packing box is necessary to keep the packing cool

and in good condition. The packing boxes are inspected for leakage of sealing water while

the pump is running. If leaking is found to be excessive or insufficient, the glands are to be

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tightened or loosened as required. After adjustment of the packing glands, the shaft should

rotate freely when turned by hand.

4) Liquid level controls

Wherever liquid level controls are provided, systematic inspections are to be made of the

float, pressure or electrode level sensors, and the switches actuated by them. Routine

checks are to be made of the actual water levels at which the level controls cut in and cut

out.

Much of the level control pumping problems encountered will be caused by a loss of signal

or inaccurate signals. This may be traced to a variety of reasons such as coating on

probes, float hang-ups, leaks in bladders, and fouling in bubblers.

A summary of the common problems that occur in pumps and motors, their symptoms and

remedies are presented in Table 7.3.

Table 7.3 : Pumping Problems, Causes and Remedies

Symptom Cause and Remedy

Pump inoperative, no

motor current drawn.

Defective control circuit. With the use of a meter, check starting,

stopping, and switching circuits and replace as necessary.

If bubbler type controls are used and the switching circuit is normal, check

air compressor; if defective, switch to standby unit.

Defective motor. Turn motor control to OFF-LOCK-OUT and replace

motor.

Pump inoperative.

Motor runs at no-load

current.

Broken coupling. Turn OFF the motor and replace coupling.

Pump operative, but

at reduced discharge.

Pump air-bound. Prime according to instructions. In pumps with

submerged suctions, check air-bleed pipe from high point of pump volute

upto wet well to ensure that bleed pipe is not clogged.

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Master Plan Report

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Symptom Cause and Remedy

Partially clogged impeller. Turn motor control to OFF-LOCK-OUT, and

isolate pump by closing suction and discharge line valves, remove

inspection hand hole, and clear obstruction.

Air leaks in suction line or packing box. Tighten seals or replace packing

as required.

Pump drawing air from wet well through suction line. Set low level cut-

off point of the pump at higher level by readjusting float switches.

Discharge check valve stuck / partially open. Turn motor control to OFF-

LOCK-OUT, isolate discharge line, and clean, repair, or replace check

valve.

Damaged impeller. Turn motor control to OFF-LOCK-OUT, isolate

pump by closing suction line valve, remove suction line, and dissemble

pump as required to replace impeller.

Water seal plugged. Turn motor control to OFF-LOCK-OUT, and

dissemble pump as required to replace clear obstruction.

Wearing rings. Check to determine whether clearance is excessive.

Excessive power

consumption

Pump is short-cycling (discharge valve stuck open, draining force main

back into wet well). Turn motor control to OFF-LOCK-OUT, isolate

discharge line, and clean or replace check valve.

Partially clogged pump. Turn motor control to OFF-LOCK-OUT, and

isolate pump by closing suction line valve, remove suction line, and clear

obstruction.

Improper or worn out impeller. Replace impeller.

Pump running at higher than proper speed. If belt driven, check pulleys

and change if necessary. If the motor is new, check proper speed.

Operating at lower head than designed.

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Master Plan Report

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Symptom Cause and Remedy

Noisy pump Incomplete priming. Prime according to instructions.

Inlet clogged. Turn motor control to OFF-LOCK-OUT, and clear as

required.

Worn impeller. Turn motor control to OFF-LOCK-OUT, isolate pump by

inlet and discharge lines, and dissemble as required to replace impeller.

Pump drawing air from wet well through suction line. Set low-level cut-

off point of pump higher by readjusting float switch.

Cavitation occurring at eye of pump impeller because suction lift is too

high. Reset low-level pump cut-off by readjusting float switch.

Extension shafting for vertical pumps with ground-level-mounted motors is

out of alignment. Check shafting and repair as required.

Starter / Breaker

Trips

Relay may not be set properly. Correct the setting if necessary.

Loose connections or setting of starters are not proper. Tighten

connections correct starter settings.

Overloading of motor, short-circuiting or single-phasing. Check for

friction or vortices in the sump, and rectify circuit connections.

7.3.1.1 Maintenance of Screen

A daily check is necessary for the screens to ensure their proper functioning. Though all

screens in sewage pumping stations of Nashik Municipal Corporation are manually

operated, maintenance aspects for both mechanically and manually operated screens are

discussed below. Following checks can be performed to ensure proper functioning of

screens.

1) Mechanically operated screens

Visual checks of the mechanical raking equipment should be carried out daily to see that it is

functioning normally. While the equipment is being observed for smoothness of operation, any

unusual sound that might be indicative of malfunctions should be noted. Operation of all

moving mechanisms should take place to determine if moving parts are free of obstructions,

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Master Plan Report

7-17

properly aligned, moving constantly, and produce no unusual vibrations or sounds. Screeches

indicate lack of lubrication; thumps could indicate broken or loose components.

A daily visual check is also necessary when the mechanical equipment is out of function and

the manually raked screen is in operation.

Debris accumulating in the containers should be removed regularly. Normally, more than two

containers should never be filled with debris at any time. The debris will attract insects, and

will become quite offensive in smell.

Important tasks in the preventive maintenance included the proper lubrication of moving

parts, using the proper lubricant at the proper lubrication interval.

2) Manually Operated Screens

Cleaning of screen has to be done with a rake to remove debris from the bottom of the screen

towards the top. Cleaning of the screens should be carried out for 15 minutes at every 2 hours

intervals at least during the day shift or more often, if necessary. While working on the

screens, the sweeper should wear gloves and rubber boots, which should be provided. The

operator should check the correct functioning of the screen every 2 hours. In the morning,

during his round, the Deputy Engineer or the Overseer should estimate the quantity of

screenings and report data in a Daily Record Book, and also order the pick-up and disposal of

the screened waste at a suitable disposal site daily.

7.3.1.2 Maintenance of Rising Mains

Preventive maintenance is not possible as the pipe is buried underground and therefore

cannot be inspected on a routine basis. Breaks or leaks that may develop in the rising

main over a period of time can be due to the following:

• Differential settling of earth

• Earth loads

• Traffic loads

• Excessive surges and water hammer pressures

It is important to mention that damage due to excessive surges and water hammer pressures is

very rare.

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Master Plan Report

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Initially, a damage to rising main is indicated by appearance of leakage water on the road

or right of way. The extent of damage is indicated by the magnitude of water.

The only alternative in this case is to reline, repair or replace the entire pipe. A repair or

replacement will depend upon whether or not the existing main has been damaged to such

an extent that it can no longer be maintained on a reasonable basis.

7.4 O & M OF SEWAGE TREATMENT PLANTS

The operation of a sewage treatment plant is aimed at achieving the prescribed discharge standards

for pH, BOD and SS. Some of the key elements in successful O&M of various units for STP are

briefly described herein.

(1) Screens: Screen chamber should be regularly hosed to keep them clean and screenings be

disposed. In addition to periodic inspection, the screens should be cleaned and painted with

anticorrosive paint.

(2) Grit Chamber: Long handled shovels, buckets and wheel barrows should be used for

cleaning. It is recommended to clean the grit chamber particularly after heavy storms in

addition to routine maintenance.

(3) Sedimentation Tanks / Clarifiers: Sludge should be regularly removed from settling tanks

to prevent septic conditions. However, excessive sludge pumping and withdrawal of watery

sludge should be avoided.

Skimmings on the tank surface should be discharged to the sludge sump.

Inlet and outlet channels and baffles should be cleaned of all material attached to the surface

and edges.

Bulking and Rising of Sludge are typical problems which result in poor effluent due to

presence of excessive solids and rapid loss of MLSS in aeration tank. Sludge bulking is

generally due to inadequate air supply, low pH, septicity or filamentous growth in presence

of industrial wastes with high concentration of carbohydrates. Addition of chlorine to

sewage or the return sludge will help alleviate this problem.

(4) Upflow Anaerobic Sludge Blanket (UASB): The excess sludge accumulated in the UASB

reactor is to be periodically removed and sent to the sludge drying beds. The sludge

accumulated is tested for pH, volatile fatty acids (VFA), alkalinity, COD and SS. If the pH

reduces while VFA increases, do not feed new material until the pH and VFA stabilise. If

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VFA : Alkalinity ratio is less than 1:2, stop feeding and add bicarbonate alkalinity to bring

the ratio to 1:2. The accumulated sludge on the top shall be cleaned once in two years to

facilitate the smooth passage of gas. The tank shall be cleaned once in five years.

(5) Aeration Tanks : Sudden increase in sewage inflow into the aeration tank should be

avoided through flow equalisation.

DO should be checked at various points in the tank and at the outlet end should not be less

than 1 mg/l. The MLSS should be maintained constant and checked atleast once every

month. To maintain the necessary MLSS in aeration, the excess sludge should be wasted to

ensure that the sludge in aeration tank is fully aerobic.

Aerators should be kept free from fungus or algal growth by periodically cleaning them.

The presence of synthetic detergents in sewage may cause foaming which can be removed

by spraying screened effluent or clean water, increasing MLSS concentration, decreasing air

supply or addition of anti-foaming agent.

(6) Trickling Filters : Spray nozzles / orifices in the revolving distributor arms should be

cleaned of clogs.

Ponding of sewage of the filter surface may occur due to organic growth in poorly settled

sludge. Filter should be washed for 2 to 3 days or alternatively, sewage should be

prechlorinated.

(7) Sludge Digestors : Sludge should be withdrawn from the digester only when it is fully

digested, after it is sampled and tested. Generally the withdrawal shall not be more than 10

% of the digester capacity. Volatile acid accumulation, pH and excessive formation of H2S

has to be checked periodically. Any excessive acid or H2s gas formation has to be controlled

by regulating the feeding of sludge and neutralisation with alkalinity.

(8) Sludge Drying Beds : Dried sludge already put on the beds should be removed before

placing wet sludge on them. It is preferable to apply sludge atleast a day after the sludge

cakes are removed.

(9) Equipments : All pumps including stand-by pumps should be operated in rotation so that

wear and tear is distributed evenly. Spares for atleast 2 years of continuous operation of the

treatment plant should be maintained at the site.

7.5 O & M COST

Operation and maintenance cost for sewerage system is derived from three major components:

namely manpower cost, energy or power cost and repairs/replacement cost. The existing cost data

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Underground Sewerage System for Nashik City under JNNURM

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on the above three components was derived from the data collected from Nashik Municipal

Corporation. Depending on the phasing of proposed project the increment in manpower and energy

are considered. The basic cost of energy is considered as Rs. 4.50 per kwh. Repair and

replacement is considered to be 2 % of civil works and 7.5 % of mechanical works. Cost inflation

for manpower and energy cost is considered to be 10% while for repairs and replacement it is

considered as 7%.

Page 156: Nashik Municipal Corporation...6.1.1 Tapovan Zone 6-3 6.1.2 Agar Takali Zone 6-9 6.1.3 Chehadi Zone 6-11 6.1.4 Panchak Zone 6-13 Underground Sewerage System for Nashik City under JNNURM

CHAPTER 8 :

BLOCK COST ESTIMATES

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Master Plan Report

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8 BLOCK COST ESTIMATES

It is quite understandable, exact costing of all components such as sewerage network, pumping

station and treatment plants would depend upon detailed process design, hydraulics, survey, design

parameters, etc., however in order to give NMC an idea on the financial aspects of master plan,

the block cost estimates based on the prevailing market rates and experience of the consultants is

given below.

The reader should bear in mind that variations are possible in this cost.

8.1 ABSTRACT OF CAPITAL COST

Sr. No. Components Capital Cost

(Rs. in Crores)

1 Sewerage Network 171.22

2 Sewage Pumping Stations 72.15

3 Sewage Treatment Plants 132.65

Total 376.02

Contingencies (3%) 11.28

Total 387.30

The above cost does not include the cost for operation and maintenance (O & M). The annual O &

M cost will be worked in the Detailed Project Report based on detailed engineering.

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8.2 BLOCK COST FOR SEWERAGE NETWORK

Abstract of Cost Estimates for Sewerage Network

Sr. No.

Description For 2011 For 2041

Amount (Rs.

in Crores)

Propose Replace

1 Tapovan Zone 41.03 6.24 47.27

2 Agar Takali Zone 24.33 11.79 36.12

3 Chehadi Zone 25.31 1.45 26.76

4 Panchak Zone 20.12 8.02 28.14

5 Kamathwada Zone 11.60 5.10 16.70

6 Pimpalgaon Khamb Zone 3.62 3.76 7.38

7 Gangapur Zone 7.51 1.34 8.85

Total 133.52 37.7 171.22

8.3 BLOCK COST FOR PUMPING STATIONS

Sr. No. Pumping Station

Location

Average

Capacity

(MLD)

Amount (Rs.

in Crores)

1 Gangapur Road 25 7.00

2 Makhamalabad STP 14 4.20

3 Makhamalabad Nallah 8 2.80

4 Mate Nursery 3 1.20

5 Nasardi 40 10.00

6 Bhadrakali 12 3.60

7 Chadhegaon 5 1.75

8 Manur 55 11.00

9 Kamathawada 54 10.80

10 Pimpalgaon Khamb 55 11.00

11 Gangapur 4.5 1.80

12 Chikhali Nalla 25 7.00

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Underground Sewerage System for Nashik City under JNNURM

Master Plan Report

8-3

Total 72.15

8.4 BLOCK COST FOR SEWAGE TREATMENT PLANTS

Sr. No. STP Location Average

Capacity

upto year

2026

Amount (Rs.

in Crores)

1 Makhamalabad 27 20.25

2 Agar Takali 40 28.00

3 Panchak 32 22.40

4 Kamathwada 36 25.20

5 Pimpalgaon Khamb 32 22.40

6 Gangapur 18 14.40

Total

132.65


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