nashik municipal corporation...6.1.1 tapovan zone 6-3 6.1.2 agar takali zone 6-9 6.1.3 chehadi zone...
TRANSCRIPT
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
TABLE OF CONTENTS
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report – Final
ii
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report – Final
iii
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
EXECUTIVE SUMMARY
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
1
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
2
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
3
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
4
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
5
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
7
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
8
* 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,
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
9
• 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.
CHAPTER 1 :
INTRODUCTION
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
1-1
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
1-2
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
1-3
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
1-4
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
1-5
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 %.
CHAPTER 2 :
CITY PLANNING AND
POPULATION
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
2-1
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
2-2
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
2-3
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
2-4
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
2-5
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
2-6
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
2-7
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
CHAPTER 3 :
EXISTING SITUATION AND
ANALYSIS
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
3-1
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
3-2
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
3-3
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.
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
3-5
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
3-6
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%
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
3-7
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%
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
3-8
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
3-9
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%
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
3-10
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
3-11
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%
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
3-12
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%
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
3-13
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
3-15
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:
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
3-17
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
3-18
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
3-19
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
3-20
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
3-21
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
3-22
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:
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
3-23
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
3-24
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
3-25
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
3-26
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
3-27
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.
CHAPTER 4 :
DESIGN BASIS AND
CRITERIA
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
4-1
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
4-2
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
4-3
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
4-4
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
4-5
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
4-6
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
4-7
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
4-8
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
4-9
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
4-10
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
4-11
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
4-12
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
4-13
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
4-14
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
4-15
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
4-16
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
4-17
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
4-18
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.
CHAPTER 5 :
MASTER PLAN PROPOSAL
FOR SEWERAGE NETWORK
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
5 - 1
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
5 - 2
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
5 - 3
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
5 - 4
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
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
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.
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
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
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
5 - 13
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
5 - 14
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
5 - 15
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
5 - 16
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)
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
5 - 17
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
5 - 18
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
5 - 19
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
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.
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
5 - 22
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
5 - 23
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
5 - 24
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
CHAPTER 6 :
MASTER PLAN PROPOSAL
FOR PUMPING STATIONS
AND SEWAGE TREATMENT
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-2
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-3
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-4
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-5
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-6
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-7
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-9
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-10
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-12
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-13
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-14
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-15
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-16
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-17
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-18
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-19
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-20
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;
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-21
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-22
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)
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-23
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,
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-24
• 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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-25
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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-26
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,
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-27
•••• 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
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-28
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-29
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-30
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.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-31
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%.
Underground Sewerage System for Nashik City under JNNURM Master Plan Report
6-32
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.
CHAPTER 7 :
OPERATION AND
MAINTENANCE ASPECTS
Underground Sewerage System for Nashik City under JNNURM
Master Plan Report
7-1
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
Underground Sewerage System for Nashik City under JNNURM
Master Plan Report
7-2
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
Underground Sewerage System for Nashik City under JNNURM
Master Plan Report
7-3
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
Underground Sewerage System for Nashik City under JNNURM
Master Plan Report
7-4
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.
Underground Sewerage System for Nashik City under JNNURM
Master Plan Report
7-5
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.
Underground Sewerage System for Nashik City under JNNURM
Master Plan Report
7-6
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
Underground Sewerage System for Nashik City under JNNURM
Master Plan Report
7-7
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.
Underground Sewerage System for Nashik City under JNNURM
Master Plan Report
7-8
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.
Underground Sewerage System for Nashik City under JNNURM
Master Plan Report
7-9
The expected capital cost as well as operation and maintenance cost of machines required for the
sewerage system are given below.
Underground Sewerage System for Nashik City under JNNURM
Master Plan Report
7-10
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
Underground Sewerage System for Nashik City under JNNURM
Master Plan Report
7-11
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.
Underground Sewerage System for Nashik City under JNNURM
Master Plan Report
7-12
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
Underground Sewerage System for Nashik City under JNNURM
Master Plan Report
7-13
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
Underground Sewerage System for Nashik City under JNNURM
Master Plan Report
7-14
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.
Underground Sewerage System for Nashik City under JNNURM
Master Plan Report
7-15
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.
Underground Sewerage System for Nashik City under JNNURM
Master Plan Report
7-16
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,
Underground Sewerage System for Nashik City under JNNURM
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.
Underground Sewerage System for Nashik City under JNNURM
Master Plan Report
7-18
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
Underground Sewerage System for Nashik City under JNNURM
Master Plan Report
7-19
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
Underground Sewerage System for Nashik City under JNNURM
Master Plan Report
7-20
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%.
CHAPTER 8 :
BLOCK COST ESTIMATES
Underground Sewerage System for Nashik City under JNNURM
Master Plan Report
8-1
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.
Underground Sewerage System for Nashik City under JNNURM
Master Plan Report
8-2
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
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