Drainage DPR

Rajkot Municipal Corporation

Dr. Ambedkar Bhawan

Dhebarbhai Road, Rajkot – 300 001

( Gujarat – India)

Ph: 2224133, 2239973; Fax:+91-281-2224258

E-mail: [email protected]; url: www.rmc.gov.in

Estimated Cost

Rs. 7688 Lakhs

Date of Preparation

Period

05-06 TO 07-08

Date of Submission

No.: RMC/JnNURM/DRN/01-06/0508

Detail Project Report (DPR) for

Drainage Phase-II & Phase-III (Part-1)

for Rajkot city

No.: RMC/JnNURM/DRN/01-06/0508

Detail Project Report (DPR) for

Drainage Phase-II & Phase-III (Part-1)

for Rajkot city

Contents

Detail Project Report for Drainage Phase-II &II (Part-I) for Rajkot city i

CCCooonnnttteeennntttsss

Forward Executive Summary 1.0 INTRODUCTION…………………………………………………….………….…….. 1

1.1 Background 1.2 Need of the Project 1.3 Objectives 1.4 Scope & Limitation 1.5 Methodology

2.0 BACKGROUND ……………………………………………….…………….. 4 2.1 Sectoral Policies outlined in CDP 2.2 Linkage of the projects to the CDP

3.0 CHARACTERISTICS OF THE AREA………………………………………………….... 6 3.1 Regional Profile with Location Map 3.2 Climate & Rainfall 3.3 Geography 3.4 Environmental Setting 3.5 Growth of City 3.6 Settlement Pattern 3.7 Demographic Profile 3.8 Land Use 3.9 Housing 3.10 Civic Authorities 3.11 Status of Legislation

4.0 EXISTING SYSTEM OVERVIEW……………………………………………………….. 22 4.1 General 4.2 Rajkot Underground Drainage work –Phase-I & Phase-II 4.3 Rajkot Underground Drainage work Phase-III 4.4 Rajkot Water Supply

5.0 EXTENT OF PRIVATISATION………………………………………………………. 28 5.1 Privatization experience of rmc 5.2 Operation of drainage pumping stations 5.3 Privatization of public grievance cell of drainage department 5.4 Scope for further privatization

6.0 DETAILED ENGINEERING DESIGN ………………………………................................33 6.1 Drainage phase-ii (part -1) 6.2 Drainage phase-ii (part-1) sewage treatment plant of 44.50 mld 6.3 Drainage phase-iii (part-1) 6.4 Design of sewage treatment plant at raiya under phase-iii (part-1)

7.0 DETAILED ENGINEERING DESIGN- MECHANICAL & ELECTRICAL ……………. 87 7.1 Necessity of Auxiliary Pumping Stations for Drainage Phase-III 7.2 Criteria proposed for Mechanical works 7.3 Criteria proposed for Electrical Aspects 7.4 Pumping Mains of APS & MPS

Contents

Detail Project Report for Drainage Phase-II &II (Part-I) for Rajkot city ii

8.0 RECOMMANDATIONS..............................................………………………….… 92 8.1 Issues and Performance Assessment 8.2 SWOT Analysis 8.3 Recommendation

9.0 COST ESTIMATES …………………………………….……………………….. 97 9.1 General 9.2 Based for Cost Estimate 9.3 Cost Estimate for Phase-II (Part-1) 9.4 Cost Estimate for Phase-III (Part-1) 9.5 Total Estimates of Drainage Work Phase-II & Phase-III (Part-1)

10.0 Financial Analysis ...........................……..……………………...................... 170

10.1 General 10.2 RMC Finance 10.3 Present Tariff, Billing and Collection Service Connection 10.4 Drainage Projects & Project Funding

11.0 Summing up.. …………………………………. ...……………………………… 174 11.1 Conclusion

Contents

Detail Project Report for Drainage Phase-II &II (Part-I) for Rajkot city iii

LLLiiisssttt ooofff TTTaaabbbllleeesss Table No. Table Details Table 1 : Planning for JnNURM projects.

Table 2 : Quality of Air

Table 3 : Population Growth in Rajkot city

Table 4 : RMC Population projection

Table 5 : Status of Land Development

Table 6 : Important Section of BPMC Act.

Table 7 : GTP & UD Act, 1976 relevancy for

MC Infrastructure Development

Table 8 : Phasing of Sewage

Table 9 : Phase-I & Phase-II

Table 10 : Drainage Network (For Old city) –Phase-I & II

Table 11 : Details of Pumping Station

Table 12 : Quality of Sewage before & after treatment

Table 13 : Sources of water

Table 14 : Zones & Storage Capacity & supply

Table 15 : Water supply Distribution Net works

Table 16 : No of Complaints

Table 17 : Unit sizing: Conventional Activated Sludge Process

Table 18 : Unit sizing Facultative Lagoons followed by Extended Aeration

Table 19 : Unit Sizing: Anaerobic Lagoons followed by Aerated Lagoon

Table 20 : Unit Sizing: Upflow Anaerobic Sludge Blanket Reactor

Table 21 : Details of T.P.Roads in Town Planning Schemes

Table 22 : Hydraulic properties of circular sections for Manning's formula

Table 23 : The Detials Of Designed Capacity Of Pumping Stations For Rajkot Sewerage Project Phase-

III

Table 24 : The Details Of Designed Pumps And Motors For Pumping Stations For Rajkot Sewerage

Project Phase-III

Table 25 : Abstract Of Cost Estimate For Phase-II

Table 26 : Summary Of Estimated Project Cost

Table 27 : Bill Of Quantities For Collective System of T.P. scheme no. 1 part 1, T.P. 1

Table 28 : Bill Of Quantities For Collective System of T.P. scheme no. 1 part 2, T.P. 4

Table 29 : Bill Of Quantities For Collective System of T.P. scheme no. 6






Table 35 : Bill Of Quantities For Collective System of T.P. scheme no. 8 slum

Table 36 : Bill Of Quantities For House Connection of T.P. scheme no. 1

Table 37 : Bill Of Quantities For House Connection of T.P. scheme no. 1 Part 2 & T.P. 4

Table 38 : Bill Of Quantities For House Collection of T.P. scheme no. 6


Contents

Detail Project Report for Drainage Phase-II &II (Part-I) for Rajkot city iv





Table 44 : Bill Of Quantities For House Collection of T.P. scheme no. 8 slum

Table 45 : Bill Of Quantities For House Connection of T.P. scheme no. 1

Table 46 : Bill Of Quantities For House Connection of T.P. scheme no. 1 Part 2 & T.P. 4

Table 47 : Municipal Revenue Income

Table 48 : Level of subsidies

LLLiiisssttt ooofff MMMaaapppsss No. Details

Map: 1 : Location Map

Map: 2 : Development Plan of Rajkot.

Map: 3 : Drainage Status

Contents

Detail Project Report for Drainage Phase-II &II (Part-I) for Rajkot city v

AAAbbbbbbrrreeevvviiiaaatttiiiooonnnsss ALV Annual Legitable Value APMC Agricultural Produce Market Committee ARV Annual Ratable Value BOD Bio-Oxygen Demand BPMC Bombay Provincial Municipal Corporations CA City Administration CBO Community Base Organization CCP City Corporate Plan CDS City Development Strategy CEPT Centre for Environmental Planning and Technology COD Chemical Oxygen Demand CPHEEO Central Public Health & Environmental Engineering Organization CUR Capital Utilization Ratio DA Dearness Allowance FOP Financial Operating Plan GIDC Gujarat Industrial Development Corporation GMFB Gujarat Municipal Finance Board GOG Government of Gujarat GOI Government of India GPCB Gujarat Pollution Control Board GSRTC Gujarat State Road Transport Corporation GUD & HD Gujarat Urban Development & Housing Department GWSSB Gujarat Water Supply & Sewerage Board HUDCO Housing & Urban Development Corporation IMR Infant Mortality Rate JnNURM Jawaharlal Nehru National Urban Renewal Mission NGO Non Governmental Organization NIOH National Institute of Health OR Operating Ratio PF Provident Fund RCC Reinforced Cement Concrete REA Rajkot Engineering Association RMC Rajkot Municipal Corporation RTO Regional Transport Office RUDA Rajkot Urban Development Authority SC Schedule Caste SPM Suspended Particulate Matter ST Schedule Tribe SWOT Strength, Weakness, Opportunities and Threats TDS Total Dissolved Solids UDPFI Urban Development Plan Formulation and Implementation WPR Workers Participation Rate

Rajkot Municipal Corporation Introduction

Detail Project Report for Drainage Phase-II & III (Part-I) for Rajkot City 1

1.1 Background

Rajkot City with a population of one million (as per census 2001) and with an area of 104.86

Sq. Kms. is situated on the bank of river Aji. This fortified town on the West bank of Aji river was

founded by the then ruler of Sardhar in the year 1608. The city is having good road, Rail and Air links

with other important centers of the Country. Rajkot city has taken rapid strides in industrial and

commercial development and is growing in to an important urban center in the State. Further, very

fast industrial development also took place in the vicinity of Rajkot city. Area, like Sapar-Veraval and

Lodhika Industrial Estate have also affected in the growth of population of Rajkot city and urban area

of Rajkot remarkably.

The metropolitan areas, cities and towns have attracted a large numbers of rural migrants for

employment, higher education, purchases, medical treatment etc. Due to heavy rush on cities,

Government of Gujarat formed independent autonomous urban development authority for six cities in

the year 1978. Rajkot Urban Development Authority (RUDA) was formed on 30th January 1978. The

authority has to plan, implement and follow up the development of 483 sq.km. This area includes

Municipal Corporation and 39 villages in the immediate periphery of the city. Till June 1998 the

authority had prepared eight town planning schemes in the immediate periphery of the city boundary

towards west side of the city and covered land of three villages namely Raiya, Nanamava and Mavdi.

Because of the development took place in the town planning scheme area, basic infrastructure

facilities were sought out by the residents and ultimately in the year 1998, city limits of Municipal

Corporation on western area (Mavdi, Nanamava and Raiya) was extended for 35.86 Sq.Km and total

area of city limits became 69 sq.kms. to 104.86 sq.km. This resulted total population of the city about

one million ( as per Census 2001). With the rapid growth of the city, the need arise to augment the

existing basic infrastructures services of the city. Since the extended area was without any kind of

infrastructure facilities these basic service needs to be implemented on priority basis.

On Implementation of Phase-II (Part-I) project there will be 90% coverage of

drainage net work in old city area while in newly merged area as on date no sewerage system

exists and presently the sullage water is being disposed of through surface drainage. On

Implementation of the Phase-III ( Part-I) project the coverage would be about 42% .

1.2 Need of the Project

The city is developing at a rapid pace and the population is expected to reach about 1.5

million by the year 2011. The generation of sewage in the year 2011 would be about 210 MLD, while

existing net work and sewerage Treatment Plant is about 44.50 MLD only . This needs spcial

attention on augmentation of STP and /or new STP

IIInnntttrrroooddduuuccctttiiiooonnn111



Govt of India recently launched urban Infrastructure development mission for selected 63 cities of

India as Jawaharlal Nehru National Urban Renewal Mission (JnNURM) which also encourages

preparing Detail Project Report for under ground drainage project Phase-II ( Part-I) and Phase-

III(Part-I).

1.3 Objectives

The broad objectives of the Detail Project Report (DPR) are to determine a technically and

economically viable Sewerage & Sewage Treatment project for a phased implementation to meet the

requirements of the year 2030. Following are the specific objectives:

1. Assessment of the existing supply situation

2. Population and generation of sewage projections

3. Planning for Projects identified for JnNURM

4. Project scheduling & cost estimates

5. Projects phasing

6. To prepare operational plan

7. Organizational and financial studies

8. To set recommendation with respect to JnNURM reforms & sustainability

1.4 Scope & Limitations of the study

1. The study is limited to Rajkot city admeasuring area app.75 sq.kms. out of 104.86 sq.kms.

2. The study is limited to Drainage DPR for Rajkot city Phase-2 ( Part-I ) and Phase-3

( Part-1) which are identified and outlined in City Development Plan ( 2005-2012)

3. Projects which are identified in CDP for RUDA area are excluded.

4. The DPR of remaining 30 sq.kms is under way of preparation and same is planned to be

processed in the year 2007-08.



1.5 Methodology

Implementation

Aim/Objectives

♦ Future requirement � Population forecast � Future Land use � Water supply

• Land use.

• Population.

• Population density zone wise.

• Quantity of domestic waste water generated

• Quality of waste water

• Requirement Assessment

• Civil Design

• Mech/Elect Design

Situation analysis

Waste water characteristics System analysis

Sewerage network and treatment plant

Water supply network

♦ Total Quantity of water supply in MLD

♦ Quality of water

♦ Seasonal variation in water supply and consumption pattern

♦ Quantity of waste water collected through sewerage system

♦ Present net work analysis � fully covered area � partly covered area � un covered area � present capacity of treatment plant

♦ Quantity of waste water collected through sewerage system

♦ Methods of effluent disposal

♦ Institutional and financial analysis � Staff structure for the drainage department

� Total capital investment for the sewerage system

� O & M expenses for sewerage system

� Existing Tariff Structure

� Level of Subsidy � Proposed Tariff structure

Identification of problems and issues

• Selection of best alternatives for cost

• Costing

• Drainage DPR (Phase II & III (part-I)

Rajkot Municipal Corporation Background of the study

Detail Project Report for Drainage Phase-II & Phase-III (Part-I) for Rajkot City 4

2.1 Sectoral Policies outlined in CDP

Rajkot Municipal Corporation with the financial assistance from World Bank, an

underground sewerage project was implemented costing Rs.40 crores and the said project was

commissioned in the year 1994 with coverage area of 40sq.kms..Rajkot Municipal Corporation has

taken up the work to connect the left out area of with underground drainage system and as on

implementation of Phase-II work the 90% of old city area will be covered under underground

sewerage system. As on date for new area the coverage is nill.

The present sewage of old city is being collected through about 350 Km long collective

system with 7 nos. of intermediate pumping stations. The whole network will cover approximately 60

sq.kms. of area with coverage of population about 6.5 Lakhs. The sewage is being pumped to the

sewage treatment plant, which is located at 5 kms distance from the city. The capacity of the plant is

44.5 MLD, however, it is inadequate to cater the present quantity of sewage about 57 MLD, the

process design of the plant is Facultative Lagoon followed by extended Aeration.

In accordance with suggestions of citizens, elected representatives, officials & officers of

RMC and other stakeholders involved in the entire city development plan process the outcomes and

vision for Drainage net work for city the describe the total coverage. Outcomes also assumed that no

sewage disposal without treatment to the river. This will require infrastructure development fund as

suggested in JnNURM projects expenses.

To achieve these out comes following strategies have been formulated in City Development

Plan. These are the core value of this Detail Project Report

DS1 : New Sewer Program & Sewage Planning_ This program is aimed at improving

the coverage of city waste water and also to cater population of newly merged area. It is proposed to

augment existing drainage net work of old city limit by adding more 20 sq.kms. area and to

implement an underground drainage system to the present developed area of 15 sq.kms (Out of 35

sq.kms newly merged area)> Similarly newly area the capacity of the plant will be 51 MLD.

DS2: Wastewater Treatment Planning_ the existing sewage treatment having capacity of

45 MLD, which is required to augmented by another 45 MLD. It is proposed as a part of city

corporate plan that in the first phase during 2007, the STP is to be augmented for 45 MLD then after

successively the capacity can be augmented.

DS3 : Coverage of Low Income Settlements_ There is 84 slum notified slum area within

the old city limit of Rajkot. Existing drainage net work passes near to at least 55 slum areas. Therefore

it is proposed to cover this locality by using Pay & Use type toilet facility under GOI & GOG scheme

of Valmik Swatchhata Abhiyan. The same has been implemented by the Corporation. This will serve

as part of slum networking program. It is proposed to use budgetary head of 63\2 as matching fund

requirements

BBBaaaccckkkgggrrrooouuunnnddd ooofff ttthhheee ssstttuuudddyyy222

Rajkot Municipal Corporation Background of the study


DS4 : Sewage Operation & maintenance _ Presently RMC privatized the O& M works.

It is found more effective, & economical. Therefore it is proposed to widen the scope of present

contract system.

2.2 Linkage of the projects to the CDP

Projects formulated and identified in CDP for drainage focus on_ Phase-II (Part-I) works for

Rajkot inner city / old city area which consists of works of collective systems, house connections,

pumping station STP etc.,. works of Phase-III i.e. work of newly merged area which consists of house

connections, collective system , pumping stations STP etc., for newly merged area.

JnNURM projects are identified as under:

Year Rs. In Lakhs No. Details

2005-

06

2006-

07

2007-

08

2008-

09

2009-

10

2010-

11

2011-

12

Total

Rajkot Under ground drainage project Phase -II old city area

1 Work of collective system &

house connections for inner city

area

300 300 300 300 245 50 50 1545

2 Additional pumping machinery

in various pumping station

15 135 0 0 50 50 50 300

3 Work of Rising main from

poptpara pumping station to

sewage treatment plant

50 455 0 0 0 0 0 505

4 Extension of existing treatment

plant by 44.5 MLD at Madhapar

0 400 200 200 0 0 0 800

Rajkot Under ground drainage project Phase -III for newly merged area

5 Const of main line , collective

system & house connections in

new area & road reinstating work

700 700 700 700 500 500 500 4300

6 Pumping stations & with

electrical mechanical allied

works in new area

200 200 268 0 200 200 100 1168

7 Const of Sewage Treatment

Plant of 51 MLD capacity at

Raiya

0 400 570 0 0 600 500 2070

8 Purchase of equipments - Jetting

machine-03, cleaning machine -

10, power bucket -23 dewatering

set-10 sets , safety equipment

0 200 500 0 0 0 300 1000

9 Development of MIS and

Redressal system

20 0 0 0 0 0 0 20

Total 1285 2790 2538 1200 995 1400 1500 11708

Phase wise percentage 10.98 23.83 21.68 10.25 8.50 11.96 12.81 100

.

Rajkot Municipal Corporation Characteristics of the area

Detail Project Report for Drainage Phase-II & Phase-III (Part-I) for Rajkot City

6

3.1 Regional Profile with Location Map

Rajkot is situated in the middle of the peninsular Saurashtra in central plains of Gujarat State of

Western India at a height of 138 m above mean sea level. It lies between latitude 22.18 N and longitude

70.51 E. It has an area of 104.86 sq. kms

Rajkot is head quarter of Rajkot District and the city is connected with other parts of the country

by Rail, Road and Air. There are

broad gauge railway line of Western

Railway between Viramgam-Okha-

Porbandar and meter gauge railway

line between Jetulsar-Veraval-

Bhavanagar. It is also well connected

by broad gauge railway line with

Delhi and Bombay the important two

Metropolitan cities of India. Also

there are major roads and NH-8 a

links Kandla, NH-8 B links Porbandar and state capital Gandhinagar. State highways connect Rajkot to

other important towns of the region like Surendranagar,Porbandar, Junagadh, Veraval, Bhavnagar,

Amreli, Bhuj, Kandla, Ahmedabad,, Baroda etc., The city is also served by an aerodrome and linked by

air with Baroda, Bhuj, Bombay, Delhi and Ahmedabad.

3.2 Climate & Rainfall

Climate: The climate in the city is hot and dry. The average maximum and minimum

temperatures recorded over the last 40 years are 43.5 deg C and 24.2 deg C respectively.

Rainfall: The average annual rainfall is 500mm. However, over the last 60 years, it has been

below normal during 20 years. In these years, the city along with the Rajkot Urban Development Area

(RUDA) faced acute water shortage. The average annual rainfall is observed about 500 mm. in the area.

3.3 Geography

Rajkot forms central part of Saurashtra Peninsula and has a diverse landscape made up of

plateau, hills, linear ridges and alluvial plains. The southern and western parts of the city are

primarily covered by Deccan Traps, characterized by undulating topography with the presence of

plateaus at some locations. In the northern part, topography is plain with gentle slope towards north and

west. The average elevation attained in the district is 130 meters above mean sea level. The general

topography of RMC area is almost undulating with level difference from 125 m to 158 m from south east

to north west. The city of Rajkot is situated along the Aji River, which is seasonal in nature. The main

tributary of Aji in the area is khokhadadi located on southwest side of Rajkot city. Two nos at natural

CCChhhaaarrraaacccttteeerrriiissstttiiiccc ooofff ttthhheee ssstttuuudddyyy aaarrreeeaaa333



7

water reservoirs (lakes) are located near Rajkot city viz. Lalpari and Randerda, at the distance of 4 kms

and 6 kms respectively from the city. Across the river Aji , Aji reservoir is built up at a distance of 9 kms

from Rajkot city and Aji II at a distance of 15 kms. In the RUDA area Nyari I and Nyari II reservoirs are

constructed which are located within of 15 Kms to 30 Kms from the city. In addition to this, for draining

storm water, Nos. of Natural courses exist, in RMC and RUDA areas which are ultimately meting to

river Aji to drain storm water.

Soil Type: Soil of the entire Rajkot area can be broadly classified as medium black to shallow

black. The black soil, being rich in minerals and organic matter is more fertile. These soils have been

formed even from granite and gneiss parent materials. The depth of the top soil is generally 25 cm to 50

cm deep. The color of soil surface varies from light gray to dark gray and is clayey in texture. The soil

reaction is neutral to alkaline with Calcium Carbonate. Beyond 50 cm depth the under ground strata are

soft rock & hard rock. The vegetative cover is minimal in the open area due to lack of adequate topsoil.

The topsoil is underlain with hard rock formations thereby limiting the growth of vegetation in the

region. .

Ground Water Table The fluviomarine alluvium of Upper Tertiary to Quaternary age forms

poor aquifer because of the predominance of argillaceous nature of formations and poor quality of

ground water. The ground water occurs under water table and confined conditions. Depth of tube wells

ranges from 30 to 120 meters below ground level, whereas depth to water level ranges from 20 to 100

meter below ground level. The seasonal fluctuations in the water table ranges from 1.8 to 12.0 meters.

The yield from the tube wells ranges from 2.50 to 10.00 cubic meters/day. In hard rock areas the

availability of ground water in a particular year is the direct response to intensity of monsoon and quick

response is seen in such aquifers. In the years of normal and above normal rainfalls the water level

decline. The seasonal availability of ground water also varies widely.

Rajkot district forms central part of Saurashtra Peninsula and has a diverse landscape made up of

plateau, hills, linear ridges and alluvial plains. The southern and western parts of the district are primarily

covered by Deccan Traps, characterized by undulating topography with the presence of plateaus at some

locations. In the northern part, topography is plain with gentle slope towards north and west. The east

west trending linear ridge forming upland south of Rajkot forms water divide for south & southwesterly

flowing drainage basin of Bhadar and north & northeasterly flowing drainage basins of Aji, Machhu etc.

3.4 Environmental Setting

The presence of industrial and commercial activities on a large scale, in and around Rajkot, tends

to have strong impact on the environmental quality of the city. The concentration of polluting industries

such as the foundries, electroplating units, Sari –printing, manufacturing of dyes and chemicals within

the city and lack of basic infrastructure particularly, inadequate drainage connections and bio-medical

waste generation tends to take its toll on the environment. Issues related to air pollution, water pollution

and pollution from waste is much of concern about citizens.



8

Air Pollution : The principal sources of Air pollution in Rajkot are from vehicular emissions,

industrial emissions, construction related activities. Uses of Kerosene as fuel by Auto- rickshaw,

pollution from emission of

Chhakada and relatively more

numbers of the two-wheelers are

sources of vehicular emissions.

While sources of industrial

emissions are mainly from the

foundries, small scale industries and

bricks manufacturing kilns.

Ambient air quality

monitoring is carried out at three locations by Gujarat Pollution Control Board (GPCB) since 2000. The

Monthly average of SO2 , NOX, and SPM of last year as collected from two station viz., Aji GIDC

Industrial area and GPCB Office- residential area are as shown in the table below: O2 and NOX levels in

Rajkot are within the NAAQS (Monthly Average) during both the years. However, the SPM levels in

Rajkot are found exceeding NASQS(Monthly Average) during both the years, particularly in Industrial

Area and 50% time in a year in residential area.

Water Pollution: The city lies within the watershed expansion of Aji river basin and it is

network of 19 natural drainage courses, locally known as Voklas. Unfortunately, these voklas are being

used for sewage disposals resulted the pollution of water Aji- river in down stream of Aji dam. Nyari-2

dam which collects water from Aji river and Nyari river is fully polluted water dam. An analysis of

different water bodies in down stream of Aji dam indicates the most of water bodies within city limit are

contaminated. Pollution of under ground water due to electro-plating industries and sari-printing

industries is also observed.

Pollution due to SW : The main causes for pollution include increasing household and

commercial waste, commercial waste as well as bio-medical waste. Though, Rajkot Municipal

Corporation is making efforts to ensure minimize the solid waste at source, but the result is not being

seen up to the mark.

3.5 Growth of City

The city does not have a long history. It was founded by the then ruler of Sardhar 1608 A. D. on

the west bank of the river Aji as a small fortified town. by Ruler of Sardhar Gradually, it became a

Princely State in the year 1805. The British Government developed the old city area popularly known as

Sadar during 1820 to 1870. The old town and Sadar area being part of the city were developing

simultaneously. Both these areas were separated by North-South Railway track then existed but

subsequently railway track was removed. Both these areas merged with each other resulting in

coordinated development of the town. Hence the city developed from a village, civic development was

Table : 5.1 Quality of Air

SO2 in µµµµg/cu.mt. NOXµµµµg/cu.mt. SPM in

µµµµg/cu.mt.

Month

Indu.

Area

Resi.

Area

Indu.

Area

Resi.

Area

Indu.

Area

Resi.

Area

Aug-2003 24 NA 18 NA 550 NA

Octo-03 17 17 10 14 230 120

Dece-03 18 14 24 19 310 210

Feb-04 21 7 21 7 190 210

Apr-04 25 15 21 14 320 130

July-04 7 23 14 8 180 180

Aug-04 12 10 12 13 230 210

Sep-04 13 11 18 10 240 160



9

in the process and in the course of time some of the major works came to be permanently visible. To

name some of them, we can mention Raj Kumar College, Alfred High School which was subsequently

named Mahatma Gandhi High School, Jubilee Garden, Railway line, Railway Junction, Lakhajiraj

Railway Station which geared up the development of whole town of Rajkot. By the end of 19th century,

Rajkot emerged as a premier town having a population of 36,000.

Rajkot was capital of Ex-Saurashtra State and has a central location in the region being a part of

Gujarat State. Its importance as a capital is attributed to geographical location, its cultural heritage and

the development potential possessed by the city. The present level of development of the city is

outcome of the process of progressive development going on since decades. It will be useful to recall the

historical background of the city enjoying a position of importance in the field of Trade, Industry,

Education, Transportation, Communication, Entertainment and urbanization.

Rajkot is also affected by the wave of rapid urbanization and industrialization in the country over

the last few decades. The development of trade and industry has gradually reshaped the life of the people.

In the earlier period, the establishment of cloth mills in the city led to the development of new residential

areas like Millpara, Harishchandra Plot, Gundawadi, Kevdawadi etc. The new Railway Station known as

Bhaktinagar station also came into being.

Further, around the year 1940, new industrial estates, residential areas, schools, colleges, cinema

houses came into being. Thereafter, Rajkot eventually became a vibrant trading city with a wide network

of transport facilities by air, railway and road. A number of transport companies established their head

offices at Rajkot. The Industrial Estates known as Bhaktinagar Industrial Estate and Aji Industrial Estate

were established. Trade and Industry fast developing in the city also attracted foreign investment during

these periods. This trend of city development generated rising demand for creating new civic amenities in

the city.

3.6 Settlement Pattern

Rajkot is a town of comparatively recent growth. In about 400 years, it has developed from a

small hamlet to a prosperous town today. Up to 1820 the growth was not too rapid, but after the British

government established its camp in 1822 the town opened new directions of growth. The industrial

development and the urban influence of the city started with the establishment of the first textile mill in

the region towards the end of 1910;. About 60 industrial units came into existence between 1900-1920 ,

which induced development of the city to a great extent. With the have the industries trade and

commerce also flourished inviting the immigrant population to a large extent.

With increasing industrial, trade and commerce activity, there has been tremendous growth in the

population of the town. The city’s population has been experiencing an average growth of around 50 %

since 1961. There was a sudden increase in the population in 1941-51 decade ( 99%) which was because

of large number of government offices being established in the city of Rajkot after formation of Gujarat



10

state, creating large number of employment opportunities. However, since then the decadal growth rate is

fluctuating between 41% to 54%. The city has grown up in area from 150 hectare in 1901 to 10404

hectare in 1998. i.e. it has growth approximately 70 times of its initial size.

The city is growing rapidly in western direction. However, city is also simultaneously growing in

all direction. The city can be divided in to three parts due to Aji River and railway tracks, which are

passed through the city. The city has greater and prosperous development on the western side, Industrial

development on Southern side and low-income housing towards northeastern side.

At present, Rajkot Municipal Corporation covers an area of 104. 86 sq.kms. including merged

three area viz., Raiya, Nana-Mava and Mavdi area.

The city is divided in to 23 administrative wards.

3.7 Demographic Profile

Population Growth trends The population of Rajkot city is 10,02,000 as per the 2001

census. The population has grown from 36,151 in 1901 to 10,02,000 by the year 2001. with an average

annual growth rate of 3.29%.

Table: Population Growth in Rajkot city

During independence period Rajkot city

experienced highest growth rate 99.04% in

between 1941 to 1951 because of large

immigrants’ refugee from Pakistan. Also in the

last decade the city registered the growth rate of

79.12% , this is attribute to the increasing the

Corporation limit by merging the three

surrounding village in June-1998.

Chart :1.1.2. Population Growth in Rajkot city

Year Population Growth rate

1901 36151 ---

1911 34191 -5.42

1921 45845 +34.08

1931 59122 +28.96

1941 66353 +12.23

1951 132069 +99.04

1961 194145 +47.00

1971 300112 +54.58

1981 445076 +48.30

1991 559407 +25.69

2001 1002000 +79.12



11

Rajkot City Population Trends

0

100000

200000

300000

400000

500000

600000

700000

800000

900000

1000000

1100000

1901

1911

1921

1931

1941

1951

1961

1971

1981

1991

2001

Year

Population

Population Projections: The trend of population growth is an important indicator and base for the

assessment of future requirements of basic in the area for the future. In 1963, the RMC area was

extended from 38 Sq Kms to 69 Kms. Again in June 1998 the RMC area was extended by another

34.865 Sq Kms. This is credited to the immense growth in trade, commerce and industry, in and around

Rajkot.

Population projections for the RMC area have been carried out on the basis of the past growth

trends. It is required to estimate separately for RMC old area and Newly merged area as on June 1998.

The population growth rate of RMC area has been given in table. It has been observed that since last 100

years, the population of Rajkot City has increased at different growth rates. The growth rate of Rajkot

City from 1901 to 1941 has been calculated as very nominal i.e. 0.15 on average annually. After

Independence i.e. after 1951, the rate of population growth of Rajkot City has increased tremendously.

Based on the above population figure for the past decades, the RMC population ( excluding

newly merged area)has been projected utilizing ratio methods, the geometric growth method as well as

incremental increase method and graphical method. The growth rate in higher side found as 3.11% raise

per annum, medium as 3.05% and lower growth rate as 2.67%. However, Population growth rate of

newly merged area found population growth rate as 11.79%. Therefore, combine population growth rate

for RMC old area and the merged area calculated. The combined growth rate found as 4.59% for higher



12

side, 4.05 Medium side and 4.00% for lower side estimation. Table 1.1.3 shows population projections

for the years 2011and 2021.

Table: RMC Population projection

Population Projection Sr.

No

Year

High Medium Low

Adopted Population

Projection estimate

1 2011 1,570,000 1,484,500 1,490,000 1,484,500

2 2021 2,215,000 2,207,000 2,232,000 2,207,000

Thus total population of the RMC area in the year 2011 is expected to 14.85 millions while for

the year 2021 reach to 22 million persons.

Chart: Rajkot City Population Projection

RMC Population Projection

0

500000

1000000

1500000

2000000

2500000

1971 1981 1991 2001 2011 2021

Year

Population

Density : The population of Rajkot city is spread over an area of 104.86 sq.kms., with density of 9556

persons /sq.kms. The density in the older part of the city wards like ward no.1 to ward 8 ranges from

14952 to 35653 persons per sq.kms. the lowest density 3131 person per sq.kms. is registered in ward no.7

having the largest area. Ward no.2 has highest density of 35653 per sq.kms.



13

Table 1.1.5: Ward wise Population, Area and Density of Rajkot city

As per 1991Census As per 2001 Census Ward Area

( sq.kms.) Population Density Population Density

Rise/

Fall

1 0.8227 29766 36181 25000 30388 -ve

2 0.7012 26738 38132 25000 35653 -ve

3 1.0900 28104 26289 29000 28431 +ve

4 1.0822 30411 28101 30000 27721 -ve

5 5.0741 29505 5815 61000 12022 +ve

6 1.7588 27097 15406 52000 29566 +ve

7 3.4360 29677 8637 52000 15134 +ve

8 0.9108 27547 30245 27000 29644 -ve

9 1.4714 26943 18311 22000 14952 -ve

10 1.5277 25669 16802 42000 27492 +ve

11 1.8571 25322 13635 28000 15077 +ve

12 2.875 25499 8869 34000 11826 +ve

13 2.9419 25222 8573 41000 13937 +ve

14 4.0682 25602 6293 37000 9095 +ve

15 1.2919 26761 20663 26000 20076 -ve

16 7.1330 25316 3549 26000 3645 +ve

17 18.8416 30999 1645 59000 3131 +ve

18 4.7052 31146 6619 46000 9776 +ve

19 5.7221 30848 5391 58000 10136 +ve

20 1.3905 31235 22463 35000 25171 +ve

Total 69.6836 559407 8028 755000 10835

Newly Merged

Area ( 21-23)

35.1764 81971 22330 247000 7022

TOTAL 104.86 641378 6116 1002000 9556

• Literacy Rate: Literacy level of Rajkot has always been higher than state literacy levels. With a

total literacy rate of 73.86% in the year 2001, the

city has comparatively higher literacy rate than 69.96% of State literacy rate as well as 54.16% of

National literacy rate.

• Slum Population: Rajkot city has 84 notified slum area having population of about 202371. It

is spread in almost all wards. There are total 106574 males & 95769 female including total

children of 88865 (30516 children age below 5 yrs.& 58349 children age 6-17 yrs.). It shows sex

ratio as 899:1000. The caste structure is found as 33.29% SC, 2.47 % ST, 45.22 OBC (Other

Backward Class) & 10.02% general. The literacy rate is observed 63.70%. Out of 44914

household of slum and urban poor, it is found in total survey of all household that (survey carried

out by united research organization survey,2002), 32701 HH are living below Poverty line i.e.

about 72%. The total population below Poverty line is about 147342 people. Comparing to total

population of Rajkot city, which is 1002000 as per census 2001, the BPL population is about

14.7% of city population.

3.8 Land Use



14

Rajkot city is characterized by a pattern of multiple land uses. The total area developed for

urban activities constitute 77% of the Rajkot Municipal Area. Residential use occupies about half of this

area, while industries occupy a fifth and commercial zones occupy less than 2%. Although a

development plan has been

prepared, poor implementation and

enforcement result in quite

different ground realities. Rajkot is

plagued by problems of informal

sector including slum development,

illegal colonies and commercial

encroachments and a lack of

industrial zoning and unplanned

mixed land use.

The total area

developed for urban activities

constitute about 77 % of the city

area and balances constitute activities enmarked for vacant land, water bodies and other purposes.

• Residential Uses: The residential development is spread over 54 sq.kms. high density of

residential development is found in older parts of city especially Kotak street, Raghuvir para, Ramnath

para, Kumbhar wada, Soni bazaar etc., The densities are low in the newly merged area especially in and

around kalwad road, Raiya road, 150 feet ring road, university road and in some parts of junction area,

popat para area etc. It is obvious that newly developed area where TP schemes were developed is

planned. However, old city areas like Prahlad plot, Jayraj plot area are developed with a regular street

pattern, well shaped plots but these area lack open space. Percentage of residential area to total area is

found 51.34% while residential area to developed area is 60.23% .

• Commercial Use: Main commercial areas are Soni bazaar, Dharmendra road, Lakhajiraj road,

area around jubilee vegetable market.etc., of old city, which is also described as city area ‘ A’ in GDCR;

Yagnik road, Dhebar road, gondal road, Jagnath area etc., which is known as city area ‘B’ etc.; and

Kalwad road, amin road, university road, Raiya road, st.kabir road, pedak road etc, called ‘Other area_ as

described in GDCR’. Traditionally, dana pith area was for grains & grocery whole sale and retail

marketing; lakhaji raj road, kapad market and dharmendra road for clothing sale; soni bazaar for jewellry

market; sadar for retail provisions stores etc., are established since long. These commercial activities

demand substantial space in prime areas. The percentage of commercial area to total area is found about

1.89%, while same is to develop area seems to about 2.11%.

• Industrial Use: Two Industrial estates were developed by Gujarat Industrial Development

Corporation. They are Bhaktinagar Industrial Estate and Aji Industrial Estate. Above which ,sorathiawadi

Table: Land use Break Up

Existing Land Use

as per 2001

Proposed Land Use as

per DP 2011

Land Use

Area in

Hectare

Percent Area in

Hectare

Percent

Residential 4247 40.50 5502 52.47

Commercial 209 2.00 279 2.66

Industrial 628 5.99 738 7.04

Traffic &

Transportation 1400 13.35 1650 15.74

Public & Semi-

public 149 1.42 249 2.38

Recreational

Space 123 1.17 523 4.99

Agriculture 995 9.49 800 7.63

Water bodies 236 2.25 236 2.25

Vacant Land 1510 14.40 -- --

Other 988 9.42 508 4.84

TOTAL 10484 100 % 10486 100 %



15

plot area had been developed by private developers as another industrial area. Besides, National Textile

mill, which is closed, occupies very prime land and is spread in huge area. Rajkot city is developed as an

industrial city hence, growth of industries and residences of industrial employees developed

simultaneously which resulted in mixed land use pattern. The percentage of Industrial area to that of total

area and developed area are found 20 % & 22.28% respectively.

• Public Purposed Use:Main components of Pubic purpose use can be described as open space,

parks & play ground, recreational space, hospital space, schools, govt. office buildings etc., The major

contribution to the component is by race course complex, which has facility of international cricket

stadium, indoor stadium, hockey ground, foot ball ground etc.; garden and fun world & open ground.

Other such space is Shastri Maidan. The total public purposed space to total area is 9% while it is 10%

against developed area.

3.9 Housing

Housing reflects the economy & quality of life of any urban area. Poor planning mechanism

leads to slum & illegal growth. Though, there exists an elaborate Regulatory Mechanism to promote,

guide & control the building activities, it is often claimed that its procedure are very restrictive and

difficult to comply. Such rigidity in regulation mechanism has minimized its scope. Almost 25 to 28

percent addition to the housing stock are estimated to be made informally without obtaining necessary

permissions and sanctions. On one side lot of financial agencies and Govt incentives, encourages the

development of housing sector where as on other side the regulation mechanism creates complex hurdle

to the development. Therefore it is necessary to form housing strategy for better city and reducing slum

& illegal development.

As described above there are 51.34% land is reserved for Residential purpose. Out of which

80% is being developed. The average house holds size as per census 2001 is 5.64, and the total number

of residential property as per RMC tax branch report is 1,65,000 which describes about 40000 yet to be

required.

It is observed that nearly about 5000 dwelling units are added annually to the housing stock

of the city. In contrary to this, the number of applications for development permission received by RMC

is as low as sixteen hundred. However, many of these applications are taken for multi-storied building

having more than one dwelling unit. On these ground, it is estimated that nearly half of the dwelling

unit’s are constructed beyond the framework of regulation framework. The development permission in

the Rajkot city is accorded as per the provisions given in General Development Control Regulation

(GDCR)- revised May-2000.



16

Table: 4.4 Type of Slum Houses

Hutment type Number Percentage

Total

Temporary( kutcha) 513 1.15

Semi-Permanent 31971 71.18

Permanent 12430 27.67

Total 44914 100

It is estimated that more than

75% dwelling units out of total

houses constructed for lower

income groups, 55% out of total

houses constructed for MIG

groups and similarly 25% for out

of total houses constructed by high-income group housings are constructed without development

permission.

The incessant process of urbanization and rapid industrialization has increased the

population of Rajkot. From 132, 000 in 1951, the population figure rose to 1002000 in 2001 registering a

growth rate of about 759 percent in five decades. Though the population has grown by leaps and bounds

but the corresponding provision of housing facilities has not kept abreast. Shortage of housing facilities

has contributed to the emergence of slums. At present there are 84 (74 recognized + 10 unrecognized)

slum localities with an approximately population of 202371 within city Municipal limit. The slums in

Rajkot are experiencing a faster growth rate than that of the city in 1972-73. There were only 24 slums,

with 4927 nos of households in Rajkot in 1972-73. At present, there are 84 slums with 44914 nos of

households. This indicates an increase of 468 per cent in slum population in just thirty years.

Since the slum population is 2,02,380 and the present population of Rajkot is about one

million, it can be concluded that almost 20 percent of the Rajkot population live in slum areas.

Slum Housing: Most of the slum population resides either in pucca or semi-pucca houses. About

1.15 per cent resides in huts made of kutcha

(temporary) materials. Generally a house has

one multi-purpose room, kitchen and

verandah. The roofing material is either local

tile or pre-cast slabs. As indicated above,

71.18 per cent of the hutments in the slums in Rajkot are built of semi-permanent or temporary (kutcha)

material.

3.10 Civic Authorities

The city has 23 election wards and an elected body comprising of 69 members elected at the rate

of 3 members per ward having one female member from each ward. The breakup of councilors works out

as under:-

� General seats 38

� Women councilors 23

� Scheduled caste 4*

� Backward classes 7*

* Out of 4 schedule caste councilors, one is included in the women's group.

Table: Status of Land Development

Year Developed land

(hectares)

Undeveloped and under

developed land under use

(hectare)

2001/02 7744.843 2740.922

2002/03 7894.843 2591.157

2003/04 8052.740 2433.000

2004/05 8213.795 2272.205



17

** Out of 7 backward class councilors, two are included in the women's group.

The ward-wise population and break up of the elected representatives in terms of female

councilors, councilors from reserved category as well as from general category is shown in statement

kept at Annexure-A. The elected body is responsible for governing the affairs of the municipal

corporation. The City Corporation has a mayor whose term is for a period of two and half years and for

the first time in the history of Gujarat State by an amendment in law, the mayor has been brought into the

main stream of municipal administration. Unlike many other states in india, the Mayor of Rajkot enjoys

certain powers to effectively carry forward the activities of city government.

The Municipal Corporation's administration is under the control of Municipal Commissioner.

His appointment is made by the State Govt. from time to time. He is assisted by Deputy Municipal

Commissioners and a large work force of Municipal officers and servants to discharge the functions of

the Corporation. The main functions of the corporation are as under:

� Water supply

� Sanitation

� City cleaning and waste disposal

� Health

� Roads

� Streetlights

� Fire brigades

� Parks and gardens

� Library, etc.

Separate department of Drainage is under the administrative control of the City Engineer.

3.11 Status of Legislation

Law is the basic instrument that defines rights and obligations. The legal framework is governing

a particular infrastructure sector development. ‘ Regulatory Frame work’, means the statutes, rules,

regulations and administrative orders governing for various components of city development strategy.

Legal and regulatory stipulations lay down a framework of planning and management and also

emphasise the government’s commitment to improve quality of life of citizens. Though BPMC Act, TP

& UD Act and 74th CAA describes duty, functions and powers for Urban Local Bodies in the state, but it

is also necessary to set a set of such a regulatory frame works which can develop state of art for running

the show as well as total control and command approach for executing infrastructure of the city In the

Gujarat, and particularly for Municipal Corporations there are three legal relevancies are essential to

explore urban infrastructure development and financial resource generation. These are_

1. 74th Constitution Amendment Act ( CAA)

2. Bombay Provincial Municipal Corporation Act,1949

3. Gujarat Town Planning & Urban Development Act, 1976.



18

Besides there are number of laws, like Food Adulteration Act, Animal cruelty law, the different

legislation enacted in India exclusively for environmental protection and conservation are:

a. The Air (Prevention and Control of Pollution) Act 1987

b. The Water (Prevention and Control of Pollution) Act 1974

c. The Environment Protection Act 1980

d. The Forest Conservation Act 1980

e. The Wildlife Protection Act 1972 and

f. The Public Liabilities Insurance Act 1991

It may be interesting to note that there are about two hundred laws dealing with environmental protection

both before and after Independence India. The 42nd amendment to the constitution enacted in 1974 has

two Articles (Art 48-A) and (Art 5-IA (g) - throwing the responsibility on the State government and on

every citizen to protect and improve the environment. A study of these laws reveals that a number of

provisions are suggestive and advisory. The Indian Penel Code (IPC Section 270) provides a fine of

Rupees 200/- for creating public nuisance and health hazard and Rupees 500/- for making atmosphere

noxious. Thus adequate Legislations are there but they require proper review for making it more

effective.

74th Constitutional Amendment Act

74th Amendment Bill was passed in December 1992. The Bill was ratified by almost all the

states with few exceptions. It received the assent of the President in April 1993, and came into force on

June 1,1993. However, the Constitution –74th Amendment – Act 1992, provides for a period of one year

by way of transition during which time amendments to the existing State Acts have to be carried out so

as to bring provisions of the said Amendments Act.

Salient Features of 74th Constitution Amendment Act 1992

a. The provisions of the 74th Constitution Amendment Act 1992, being pad of the constitution are

applicable to all the States. They are applicable to the union territories also (243-ZB).

b. This Act has conferred powers on the President of India to direct, by a public notification, the

application of this Act to a part of a union territory also with such exceptions and modifications

as he may specify in such notification (243.78 Proviso). The provisions of this 74th Constitution

Amendment Act are not applicable to the scheduled areas specified in Art. 244(1) and the tribal

areas specified in Art. 244(7)

c. Definition of urban areas (243-q (1))

d. Division of municipal area (urban local body) into wards (243-r (1))

e. Composition of each municipal body (243.r (2)

f. Constitution of ward committees (243-s (1)(2))

g. Levy of taxes and fees (243-x)



19

a. The State Legislature is competent to authorize a Municipal Council to levy, collect and

appropriate such taxes, duties, tolls and fees in accordance with such procedure and subject to

such limits, (243-X (a))

b. The State Legislature is also empowered to assign to Municipal Council such purposes and

subject to such conditions and limits. (243X(b))

c. The State Legislature is competent to make provisions to allotment of such grants-in-aid to the

Municipality as it may consider necessary, from the Consolidated Fund of the State (243 X(c)).

d. Constitution of funds in the municipal financial administration (243-x(d))

e. Functions & Responsibilities of ULB_ Extract of Twelfth Schedule (Article 243 W) of

Constitution of India

Schedule –XII gives the list of functions & responsibilities to Urban Local Bodies as describe below:

1. Urban Planning including town planning

2. Regulation of land-use and construction of buildings

3. Planning for economic and social development

4. Roads and bridges

5. Water Supply for domestic, industrial and commercial purposes

6. Public Health, Sanitation conservancy and solid waste management

7. Fire services

8. Urban forestry, protection of the environment and promotion of ecological aspects.

9. Safeguarding the interests of weaker sections of society, including the handicapped and mentally

retarded

10. Slum improvement and upgradation

11. Urban poverty alleviation

12. Provision of urban amenities and facilities such as forests, gardens, playgrounds

13. Promotion of cultural educational and aesthetic aspects.

14. Burials and burial grounds; cremations, cremation grounds and electric crematoriums.

15. Cattle ponds: prevention of cruelty to animals.

16. Vital statistics including registration of births and deaths,

17. Public amenities including street lighting, parking lots, bus stops and public conveniences

Bombay Provincial Municipal Corporation Act, 1949

In Gujarat, Bombay Provincial Municipal Corporation Act, 1949 was enacted for Municipal

Corporation of Gujarat. The act was amended as Gujarat Act No.21 of 1989 on 05.09.1989, thereafter,

for Municipal Corporations in Gujarat have to function as per the Bombay Provincial Municipal

Corporation Act (Gujarat Amendment) Act, 1989. However, till to day the amendment act is popularly

described as BPMC Act.The Act contents 33 main Chapters, Four Appendixes, and Four schedules.

Chapter –IV about administrative set-up while Chapter-V to VIII, largely describes the powers &



20

functions including obligatory & discretionary duties of the Corporation as well powers and mode of

contractor and Acquisition of property & disposal of properties.

Relevant sections of BPMC:

Important section of BPMC Act, 1949 in respect to urban infrastructures facilities, taxes etc., are as given

below:

Sr.

No.

Relevant Sec.

BPMC Act

Main contents of the section

1 Sewerage

Sec.63 (3) Chapter-VI

Essential Service: Matters to be provided for by the Corporation as Obligatory duty

Sec.153-155 & Sect.161

Chapter-XII

Drainage works: Drains to be constructed and kept in repair by the commissioner

Adoption by corporation of drains and drainage or sewage

Sect.161-XII Powers for making drains

Sect.157-XII Maintenance of Drains including pumping station

Sec.176-177

Chapter-XII

Sewage Treatment Plant :Appointment of places for emptying of

drains and disposal of sewage

Sec.157(2)

Chapter-XII

Purchasing Sewage Cleaning Machinery: For the purpose of flushing,

cleaning and emptying the drains, the commissioner may construct or

set up such reservoirs, sluices, engines & other works , as he shall from

time to time deem necessary

Sec.168 & 169

Chapter-XII

Prohibition : Commissioner may close or limit the use of existing

private drains & Vesting & Maintenance of drains for sole use of

properties

The Schedule (A) –Chapter-IX

Drains & Drainage works: Describes the ways and means of new drainage network as well public & private bath-room & WC

2 Environment & Slum Up-Gradation

Sec.280-284G-XVI Declaration of Clearance area besides re-development area

Sec.63/2

Chapter-VI

Clause for fund allocation of 10% budgeted exp. For the development

of backward area.

Sec. 307 -XVIII Overcrowded dwelling

Sec.308 - XVIII Unsanitary huts and sheds

Gujarat Town Planning & Urban Development Act, 1976

Gujarat Town Planning & Urban Development Act 1976 enacted, which came in to force from

21st June 1976.The act extended to whole of Gujarat. The GTP & UD Act consist of eight chapters and

124 sections.

TP Schemes Micro Level Planning tools: Section 40 to section 76 describes various provisions in

respect to micro level planning viz., TP scheme largely it contains three parts

1. Draft Scheme

2. Preliminary Stage

3. Final stage

It follows following path

1. Preparation of the Final Scheme by T .P. 0. (Section52/3).

2. Declaration of decision of T.P.O. to parties (Section 54).



21

3. Constitution of the Board of Appeal to hear and decide appeals (Section 55/1)

4. Board of Appeal's decision communicated to TPO (Section 62/2).

5. Sanction of the Final Scheme with or without the modifications (Section 65/lb)

6. Final scheme comes into force (Section 65/2)

Relevant Section of GTP & UD Act-1976 for Infrastructure Development

Table: GTP & UD Act, 1976 relevancy for MC Infrastructure Development

Sr.

No

Relevant Sec.

GTP&UD Act,1976 Main contents of the section

1 Sewerage & Storm Water

12(2)(e) Proposals for water supply, drainage, sewage disposal, other public

utility amenities and services including supply of electricity and gas

12(2)(n) Provisions for preventing or removing pollution of water or air

23(1)(vi) To execute works in connection with supply of water, disposal of

sewerage and provision of other services and amenities;

40(3)(f)

Drainage inclusive of sewerage, surface or sub-soil drainage and

sewage disposal

40(3)(jj)(a) The allotment of land from the total area for roads, garden/O.S.,

infrastructure and plots for sale

2. Finance

23(1)(vi-a) To levy and collect such fees for the execution of works referred

above

23(1)(viii) To enter into contracts, agreements or arrangements

24(1)

Local authority functioning in the urban development area to pay

contribution to development authority

77(1)(b) Sums to be spent for the cost of works

77(1)(g) Amount of the cost of infrastructure provided in the area adjacent to

the area

92 Power of authority to borrow money

********

Rajkot Municipal Corporation Existing Situation

Detail Project Report for Drainage Phase-II & III ( Part-I ) for Rajkot city 22

4.1 General

Prior to implementation of underground sewerage project, the city waste was being collected

through surface drainage and was being disposed off in the river Aji which ultimately was meeting at

Aji-II reservoir constructed in down stream of Rajkot city on river Aji . However, as per the guidelines

of Water Pollution Control Board, it is not permissible to dispose off the untreated sewage in natural

courses. Under the circumstances, Rajkot Municipal Corporation started under ground drainage work

phase wise programmes is as under_

Table:4.1 Phasing of Sewage

Sr

No

Phase City area /coverage Status of work

1 Phase-I Old city area which is admeasuring 69 sq.kms. out of which 40 sq.kms. had been covered in this phase

Works are already completed between

1981 to 1994

2 Phase-II

(Part-1)

Old city area which is admeasuring 69 sq.kms. out of

which 20 sq.kms., which is planned

Works are proposed to

carry out during 2006

to 2008 period

3 Phase-II

(Part-2)

Old city area which is admeasuring 69 sq.kms. out of

which remaining 9 sq.kms., which is yet to be planned

Works will be carried

out during 2008 to

2010 period

4 Phase-III

(Part-1)

Newly merged which is admeasuring 35.86 sq.kms., out

of which 15 sq.kms., which is planned

Works are proposed to

be carried out during 2006 to 2008 period

5 Phase-III (Part-2)

Newly merged which is admeasuring 35.86 sq.kms., out of which 20.86 sq.kms., which is yet to be planned

Works will be planned and carried out during

2008 to 2010 period

4.2 Rajkot Underground Drainage work - Phase- I & Phase-II

Phase-I & Phase-II Drainage Network : Rajkot Municipal Corporation with the financial assistance

from World Bank, an underground sewerage project was implemented costing Rs.40 crores and the said

project was commissioned in the year 1994. Subsequently, Rajkot Municipal Corporation had taken up

the work of to connect the left out area of with underground drainage system and on completion of

Phase-II ( Part-I) 90% of old city area will be covered under underground sewerage system and balance

area of old city is proposed to be covered during the year 2008-10. The present sewage of old city is

being collected through about 350 Km long collective system with 7 nos. of intermediate pumping

stations. The sewage being pumped to the sewage treatment plant for the treatment, the capacity of the

plant is 44.5 mld, however, it is inadequate to cater the present quantity of sewage about 64 MLD.

EEExxxiiissstttiiinnnggg SSSyyysssttteeemmm OOOvvveeerrrvvviiieeewww444



In 1980-81, the project was conceived for whole city approximately 60 Sq. Kms. area.

However, at that time the development of the city was only in 35 to 40 Sq. kms. & remaining 20 sq.

kms. was Greenfield under the circumstances the project was specified in two parts as under :

Table : 4.2 Phase-I & Phase-II

Zone under Phase-I

( 40 sq. kms. area )

Zone under Phase-II

( 20 sq. kms. area )

1. Collective System pipe line 350 kms 55 kms

2. House connecting pipe line 450 kms 58 kms

3. Civil work for p.s. 7 nos. -

4. Pumping Machinery 22 Sets 11 sets

5. Sewerage Treatment 44.5 mld capacity 44.5 mld capacity

(proposed)

6. Rising mains 900 mm dia ps.pipe

line 4.16 km

900 mm dia ps.pipe line

4.16 km

7. Execution cost Rs.40 Cr. 21 Cr (proposed)

Thus, Rajkot underground sewerage project costing Rs.40 crores covering area around 40 sq.km

of walled city was implemented by Govt. of Gujarat with loan assistance from World Bank during the

period 1984 to 1994 in which, following works were executed with the base year 1980-81.

1. Collective system and house connections 800 kms

2. Civil work of pumping station.. 7 nos. in city.

3. Non-clog C.F.pumping sets .. 22 sets

4. 900 mm dia prestressed concrete rising main 3.5 km long.

5. 44.5 mld capacity sewage treatment plant at Madhapar.

The project was conceived with base year 1980-81 with covering area of old city 69

sq.km. but at that time the city was not fully developed and as such in stage-I the only

developed area covering 40 sq.km was considered splitting the work of pumping machinery,

sewage treatment plant and collective system. The project was prepared by Consultant

M/s.Paramount Pollution Control Pvt.Ltd., Baroda.

Phase-I & II drainage network is divided into 12 nos. of drainage zones and spread over to 20

wards out of 23 wards. However, in certain wards some pockets will yet remain vacant which will be

connected later on.

Table:4.3 Drainage Network (For Old city) –Phase-I & II

Sr.No. Description Phase-I Phase-II

1 Collective system pipe line 350 km. 55 km

2 House connection pipe lines 450 km 58 km

3 Main manholes 10,000 Nos 2,500 Nos

4 House connection chambers 1,10,000 Nos 9,518 Nos

5 Drainage connections 1,60,000 Nos 15,000

6 Pumping stations 7



Rajkot Municipal Corporation drainage collective system consisting of 1800 mm dia RCC NP4

Class to as small as 150 mm diameter stoneware. The pipe materials are RCC / prestressed. For house

connections, normally stoneware pipes are used with 100 mm diameter chambers. Some parts of house

connections are given by using PVC pipes. However, PVC pipes are largely discouraged. House

connections are laid about 45 cms to 90 cm below ground level while collective system are laid up to as

much as 2 to 6 mt below ground level.

Pumping Stations: There are seven pumping station which pumps sewage water of city area to

Madhapur Sewage Treatment Plant. The details of pumping stations are as under_

Table:4.4 Details of Pumping Station

Name of pumping station Capacity in

cum/h

Nos. Of

motor

Stand

by

Power requirement in

HP.

Pedak road 35 3 1 30

Bedipara 315 3 1 120

Bedinaka 950 3 1 200

Geet gurjari society 100 3 1 40

Gujarat housing board 215 3 1 60

Popatpara small 20 2 1 15

Popatpara main 1200 5 3 600

Total 22 1065

Phase-I & Phase-II existing Sewage Treatment Plant :

Sewage treatment plant of 44.5 mld capacity, is located 6 kms away from Rajkot. As per the

ongoing project report for ultimate stage requirement the total capacity of plant requires to be kept 90

mld but at the time of implementation the capacity of plant was kept 44.5 mld for Phase-I requirements.

The treatment plant is designed to give full treatment to sewage. Principle process adopted for existing

STP is extended aeration process. The disposal of treated sewage is for irrigation purpose and discharge

in Aji-II reservoir. The details of raw sewage and treated sewage are as follows:

Table:4.5 Quality of Sewage before & after treatment

Parameter Raw Sewage Treated Sewage Sr

No Strong sewage

during water

scarcity period

Normal

sewage

Desired as

per standard

for irrigation

Results of

present treated

sewage from

STP

1 Ph 6.5 to 7.5 6.8 to 7.5 5.5 to 9.0 7.8

2 BOD in ppm 400 200 100 18.20

3 COD in ppm 1000 630 -- 100

4 Total suspended solid in

ppm

750 525 200 10

5 Total dissolved solids in

ppm

2000 1000 2100 800



The Phase-I scheme was conceived with base year population 80-81 and was implemented

during 1984 to 1994. Because of severe water crisis during 1985 to 1988 and excavation in hard rock

the progress was slow.

Subsequently, the city is developed fast and as on 1999-2000 all most all left out area were

developed fully and RMC started the work of Phase-II (Part-I) for approximate in area of 20 sq.km. At

first instant, work of collective system and house connection are taken up on hand in 2000-01 and since

then most of the city area has been covered under underground sewage system. The total quantity of

sewage being generated daily is around 57 to 58 MLD. Under the circumstances, at present, the existing

plant is being over loaded and because of which during the current year Rajkot Municipal Corporation

has decided to augment the capacity of existing plant by 44.5 mld and capacity of pumping machinery

and additional rising main i.e to take up works under Phase-II(Part-I).

4.3 Rajkot Underground Drainage work - Phase- III

As stated earlier, in 1998 the city limit of Rajkot was increased by the government and

approximately 35.86 sq.kms. area of surrounding was merged ( see Annexure 1.3 ). The main areas are

of three urban bodies namely; Nana Mava Raiya and Mavdi. At the time of merger the above areas were

without any kind of infrastructure facilities and as such Rajkot Municipal Corporation has given the

priority to provide all infrastructural facilities to these areas at the estimated cost of Rs.200 crores

approx. For immediate relief to the people residing in this area, at the first instance for scientific

disposal of the sullage water the most of the area has been covered under surface drainage. At present,

most of the area has been covered under the surface drainage temporarily so that hygiene problem may

not arise. Simultaneously a detailed underground drainage project of this area have been conceived in

the year 2000-01 through the consultant.

For this phase- III there is no any Sewage Treatment Plant and hence it is planned to construct

51 MLD sewage treatment plant in said area.

4.4 Rajkot Water Supply

The Rajkot Municipal Corporation (RMC) is making great efforts to provide water supply to the

citizens. RMC is drawing water from various sources viz. Bhadar, Aji-I, Nyari-I, Nyari-II, Lalpari &

Randarda Lake and from Narmada canal based pipeline.

The major sources are Aji-I, Nyari-I, Nyari-II and Bhadar which are described as under:

Aji-I with Twine lake of Lalpari & Randarda Water Supply Scheme: This is the scheme for

the purpose of water supply was constructed by the then Saurashtra State Government. This is the first

water supply scheme serving Rajkot city. After the commissioning of this water supply scheme people

were supplied filter water through house connection for the necessary requirement of water. This

scheme was commenced in 1955 and still it is working. The availability of water from the said reservoir



is for 4.5 mgd i.e. 20.43 MLD. Similarly, Rajkot Municipal Corporation is getting about 1.5 mgd i.e.

6.81 MLD from twin lakes of Lalpari and Randarda. Thus, total quantity available at Aji-I head work in

normal year 20.43 + 6.81 = 27.24 MLD.

Nyari-I Water supply Scheme: Due to strategy and geographic location, Rajkot has attracted

so many people from outside, which resulted in higher demand for water supply. Same demand cannot

be fulfilled by Aji

reservoir. Hence

Corporation had decided

to construct a dam near

Rajkot city for water

supply to fulfill required

additional demand of

water. This is the first

dam owned by Rajkot Municipal Corporation. This scheme commenced in 1975 and the population of

the western part of the city is being served through the said scheme. The present availability of water

from the reservoir is 4.7 mgd, about 1.0 mgd from seepage. Total 5.7 mgd i.e. 25.90 MLD,

Bhadar Water supply Scheme : To provide better sanitary facilities to the public of Rajkot by

means of underground drainage Rajkot Municipal Corporation has implemented water supply scheme

based on Bhadar reservoir located at 60 kms. away from Rajkot.. This scheme is major scheme for the

supply of water to Rajkot city. The scheme was completed within 135 days during the year 1988. The

Bhadar reservoir is for irrigation purpose, however, Government of Gujarat has reserved 10 mgd of

supply in reservoir for drinking purpose to Rajkot and accordingly every year water is being made

available from the said reservoir depending upon the storage available in the reservoir. After

implementation of the said scheme the existing Aji and Nyari system was interconnected with Bhadar so

that water from one zone to another zone could be transferred. At present, the total availability is 45

MLD.

Nyari-II Water Supply Scheme: In 1998 the city limit was extended by the government and

because of which water supply demand of newly merged area had increased by 2.5 mgd. And

accordingly, the State Government had given the reservation of 1.5 mgd in Nyari-2 reservoir and 1.0

mgd from seepage of Nyari-2 and accordingly to cater the demand of newly merged area namely; Nana

Mava, Raiya, and Mavdi, a water supply scheme costing Rs.15 crores was implemented by Rajkot

Municipal Corporation based on Nyari-II reservoir.

Drinking Water from the Narmada Canal : The Government of Gujarat has planned to

implement a water supply scheme based on Narmada reservoir wherein 0.86 MAF quantity has been

reserved for drinking purpose for 12 Districts of State Government. The water supply project based on

Narmada costing Rs.7000 Crore is under implementation with the State Government. In the above water

Table: 4.6 Sources of water

Sr.

No

Particulars Aji-1 Nyari-1 Nyari-

II

Bhadar

1 Distance form City 5 kms. 8 kms. 22 Km 65 kms.

2 Dam Details

Live storage 1007

Mcft.

945

Mcft.

450 7030

Mcft.

Dead storage 21 Mcft 20 Mcft. 45 45 Mcft.

Total Storage In

MCFT

1028 965 500 7075



Table : 4.7 Zones & Storage Capacity & supply

Zone ESR/ GSR Capacity

(MLD)

Total water Supply

from each headwork

( MLD)

Aji 38 37

Nyari 30 30

Gurukul 20 21

Jubillee 20 19

150’ ring road 35 33

TOTAL 143 140

Table : 4.8 Water supply Distribution Net works

Details Unit

Number of Zones 5

Number of Sub zones 11

Mains line length 105 kms.

Distribution line length 1350 kms.

supply project, the allocation of water for Rajkot city is 160 MLD which is to be obtained from the

section-A i.e. Dhodhidhaja

Dwarka pipeline project.

However, the said segment of the

project is yet to be implemented

and as such as a temporary

measure Government of Gujarat

have planned to supply 75 MLD

of quantity to Rajkot from the section- Maliya Jamnagar. Water from Bhadar , after treating water at

Ribda is transmitted to the underground sumps at Gurukul and Jubillee water distribution Stations.

At Aji head works, water from available Aji dam, Lalpari & Randarda lake and Narmada pipe

line is being filtered at Aji and same is being stored and transmitted to Dudhsagar sub head works,

150’ring road., Mavdi headworks and Jubillee water distribution stations .

Water from Nyari-1 dam is being supplied, after treatment at Nyari filter plant to Nyari zone

which includes sub zones like sojitranagar ESR etc.,

Water collected from Nyari-2 dam is treated at Ghanteshwar filter plant and supplied through

sub-zones Bajrangwadi. Water. Main pipe lines are of Mild Steel, PS , and AC Pressure line ranges

from 900 mm to 450 mm as main. Distribution networks is of AC pressure pipe line with diameter 450

mm to 80 mm. Total length of Transmission line is about 250 kms. The total distribution network length

excluding the transmission lines is 1375 kms.

A total storage capacity of 202

million liters is available in the form of

underground sumps and overhead service

reservoirs at various water works and other

distribution stations. The storage capacity

adequacy of all the water distribution stations to the total water supply is 144 percent.

� Mode of supply : Intermittent 20 minute daily by zoning

� Rate of Supply : 110 LPCD to 125 LPCD proposed to have 150 LPCD

� Present total city water supply : 150 MLD

*******

Rajkot Municipal Corporation Extent of Privatization

Detail Project Report for Drainage Phase- II & III (Part-I) for Rajkot city 28

5.1 Privatisation experience of RMC

The local bodies of our country are facing major problem of lack of financial and human

resources to manage the breakneck growth of the cities. Few years back Rajkot was also experiencing

the same. It is then that the corporation took some of the timely and bold measures to combat the

problems, which have emerged with the wake of urbanisation. The Corporation has now pioneered

the art of "Privatisation". NGOs have been involved in the services like Crematorium, Dispensaries,

Libraries, Planetarium, Science Centre etc. while the contractors are involved in Parks, Solid Waste

Management, Street Lights Maintenance, water supply & under ground drainage treatment plant,

Security and Amusement Parks. This has opened new avenues for the corporation to reduce the

establishment of expenditure while allowing for better management and quality services.

Situation before the initiative

• Resource constraints obstructed the initiatives of Corporation to solve various

problems related to the increasing size and pressures of its growth.

• The tax structure in Rajkot Municipal Corporation has also remained static over the

years coupled with the political problems attached with raising the taxes. This

resulted in low leverage to augment finances.

Strategy adopted

• Privatisation of high priority services was introduced to supplement the existing

service delivery. The experience gained in initiating the private sector involvement

and later in managing and supervising the works has helped the Corporation to evolve

standard tender documents.

• Involvement of the private sector demanded larger vigilance and monitoring.

It required:

1. Setting the duties of contractor, the rates of work and evaluation

procedure.

2. Advertising the tender and hiring the competent contractor.

3. Monitoring activities of contractor.

4. Getting the work done as per contract under the supervision of staff.

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• The following services have been privatised till now:

A. Solid Waste Management

B. Street Lights

C. Water Supply and Drainage Pumping Station treatment plants and

Pipelines

D. Collection of Toll Taxes and Serving of Tax bills

E. Security Guards

F. Maintenance of Gardens & Entertainment Projects

G. Mobile Clinic

H. Telephone EPABX and Xerox Service

J. Maintenance of Public Toilets

K. Drainage Complaint Cell Management

5.2 Operation of Drainage Pumping Stations

At present, sewage is conveyed to treatment plant through under ground pipe network with

the help of pumping. There are seven pumping stations are located in different area to pump the

sewage. Out of seven pumping station, operation and maintenance of six pumping station is given to

the private contractor, and remaining is operated through RMC employee. The maintenance of six

sewerage pumping station is given under service contract by calling for tenders on yearly basis. In the

six pumping station where privatization has been induced, RMC’s liability is reduced to mere

payment of electric bill and replacement of major parts. At each pumping station the contractor has to

provide one electrician and one helper per shift. Monitoring and regulatory supervision of contractor’s

work is carried out by the Assistant engineer and Deputy executive engineer.

Total cost incurred in operating and maintaining the six pumping station is fixed on shift

basis. It is estimated that Rs 17.75 lacs per year for the running maintenance and operation cost of 7

pumping station, which means per pumping station per year the average cost comes to 2.54 lacs. We

assume that pumping station is operated on an average for two shifts per day. So total average cost per

shift per pumping station is comes to Rs. 350 only.

5.3 Privatization of Public Grievance Cell of Drainage Department

Recently, RMC has taken further step in involvement of private sector in delivery of urban

services. The complain sale of drainage department is privatized by RMC. For ward no. two to eight,

Responding and redressal to complain is given to private contractor. As per contract, the contractor

has to ensure quick reddressal of complains regarding the drainage services in ward no. two to eight.



It is observed that total no. of complaint received in ward no. two to eight was 58441 for eight

months.

Table:5.1 No of Complaints

Sr.

No.

Month No. of Complaints

1. April 05 5320

2. May 05 4030

3. June 05 6549

4. July 05 5141

5. August 05 4243

6. September 05 4746

7. October 05 4268

8. November 05 4190

9. December 05 4871

10 January 06 5038

11. February 06 4769

12. March 06 5276

13 Total 58441

Note:

• 10% of complaint is of Main line

• 90% of complaint is of House connection chamber.

• The cost for Main line complaint is Rs 250 per complain,

while for house connection is Rs 25 per complain.

Total expenditure incurred to redressal of the complains was Rs 27.76 lacs for financial year

2005-06. The contractor’s works remain satisfactory. Previously, response and redressing of complain

was took four to five days and some time complain never attended. But after the task is assigned to

the private contractor, the response and redressing of complain becomes fast. So by privatizing, RMC

achieves efficiency in managing complains as well as cost savings.

5.4 Scope for further Privatization

Experience of Rajkot Municipal Corporation shows that by privatizing many services cost

effectiveness as well as quality of services improved. Sanitation service has also good potentiality to

involve private sector. Recently Rajkot Municipal Corporation has successfully privatized the

complaint cell and operation and maintenance of drainage pumping station. To further involve private

sector, sanitation service can be un bundled in to following sub sector.

1) Issue and collection of bill on service contract base.

2) Operation and maintenance of collection system on management contract base.

3) Construction of collection network on concession base.

4) Construction, operation and maintenance of waste water treatment plant on concession base.



A) Issue and collection of bill:

Issuing of bills and collection of the billing amount can be privatized on service contract

basis. For performing the given task, private contractor will receives the prefix amount. Preference

should be given to the reputed well known organization to award contract. Following points should be

considered in designing the service contract.

• The contractor has to develop billing and collection system which includes issuing of bills,

collection of payments, necessary supervision and development and updating of database.

• The minimum collection target must be designed based on the past experience.

• The contractor has to deposit the all collected amount whether cash, cheques or in other form

on the same day of receipt.

• The contractor is liable for any loss of money.

• Incentive fee should be given to the contractor for the over and above minimum collection

target.

• Penalty clause also designed for the not achieving the minimum target.

• To evaluate the performance of the contractor, contractor has to submit performance report

every month.

• At the end of contract duration all the updated database must be submitted to RMC.

• Contract can be terminated at any time if RMC fills that the performance of contractor is not

up to the mark.

B) Operation and Maintenance of collection and conveyance system:

The operation and maintenance contract should be given on management contract basis. In

this form of contract the liability for the capital investment remains with RMC and the repairing and

maintenance expense will be born by the contractor. The contract covers all the Operation and

Maintenance and necessary repairs including predictive, preventive and corrective maintenance

activities for all the assets assigned to the contractor. In this form of contract, the ownership of all the

assets remains within the employer. The contract should be awarded under competitive situation. In

designing the contract following point should be kept in mind.

• As the operation and maintenance of sanitation service requires skill personnel as well as

special equipment, the contractor has to employ qualified personnel and must have required

equipment.

• The contractor shall not make any capital expenditure on the sanitation service.

• The contractor must submit the monthly maintenance report.

• The contractor must pay in timely manner to his employees as per minimum labour wages.

• The contractor has to carry out the necessary repairs within the predefined time as soon as he

receives complaints.

• Failing to repair in stipulated time will be liable for the penalty.



• In case of emergency, the contractor has to carry out the necessary repairing work as directed

by the RMC.

• If RMC fills the working of contractor is unsatisfactory, the contract can be terminated.

C) Construction of collection network and treatment plant for newly merged area:

The construction of collection network and waste water treatment plant for newly merged

area should be given to the private sector either on concession basis or forming joint venture

Company with private sector. If the contract is given on concessionary base, then the total capital

investment as well as expenditure for operation and maintenance for the service will be born by the

private sector. At the end of contractual period (usually 25 to 30 years) the whole system should be

handed over to the RMC. During the contract period all necessary charges should be levied by the

contractor.

********

Rajkot Municipal Corporation Civil Designs


6.1 Drainage Phase-II (Part -1)

The underground drainage project of Rajkot city costing Rs.36.00 crores was sanctioned by

the government and was implemented by GWSSB with the financial assistance of World Bank in the

year 1982-83, the said project was framed considering the part of the city area developed at that time.

The majority of the peripheral area of the city were not developed and as such these areas were

proposed to be considered in Phase-II work and were not incorporated in the cost estimate, however,

the detailed design was carried out by GWSSB for the whole area of the city so that as and when

needed the remaining area could be connected with drainage project. The execution Phase-I of the

project was carried out by GWSSB in the year 1984-85 and was completed in the year 1992-93. The

main causes of delay in the work are acute scarcity of water during 1985 to 1988 and excavation in

hard rock. The project was commissioned successfully in the year 1994. In Phase-I the following

works were completed and commissioned.

• Collective system with house connections almost in 40 sq.km area

• Civil work for 7 pumping stations

• providing and erecting pumping machinery suitable for stage-I requirement Total 22 sets

• 900 mm dia PSC rising main from main pumping station to STP through field.

• 44.5 MLD capacity sewerage treatment plant with disposal arrangement with 50% capacity

As on date, the said scheme is in working condition and same is under maintenance with

Rajkot Municipal Corporation. So far, Rajkot Municipal Corporation has given about 1,60,000 house

connections sewage is being treated in the existing plant at Madhapar. The part of the work of zone-3-

11 was carried out by Rajkot Municipal Corporation from its own fund with the cost of rs.4 crores.

Thus, the total expenditure incurred on Phase-I work is around Rs.40 crores and Rajkot Municipal

Corporation is making repayment of the loan regularly.

As stated above, the original project was framed with the development of the city up to 1980

but subsequent to 1980, all the peripheral areas have been developed fully and are now required to be

connected with the existing drainage system, as the system has been designed to cater the whole area

of the city. And accordingly, Rajkot Municipal Corporation has taken up the Phase-II (Part-I) work in

a phase manner onward 2000 from support of the budget allocation. So far, approximately, works to

the tune of Rs.400 lacs has been completed and commissioned. In Phase-II (Phase-I), the following

works are yet to be carried out:

1. The work of collective system with house connection in approximately 20 sq.km area

2. Installation of pumping machinery for additional load – 11 sets

3. Extension of existing sewerage treatment plant by 44.5 mld

4. Power connection

5. Compound wall and area development

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6. Work of Rising Mains

The design criteria for collecting system, pumping stations, Treatment Plant in Phase-II

(Part-I) and Phase-III ( Part-I) are adopted as per CPHEEO Manual on Sewerage and Sewage

Treatment (Second Edition)

6.2 Drainage Phase-II (Part-1) Sewage Treatment Plant of 44.50 MLD

First phase sewerage was commissioned in 1994 covering 65 % of old city limits and

Second Phase covering remaining 35% of the old city limits is on verge of completion and ready to

commission by March 2006. Till 2001 the STP at Madhapar was receiving about 45 mld flows, which

was in line with rated capacity of 44.5 mld capacity STP at Madhapar. Now this STP is receiving

about 60 mld flow and it is projected that implementation of the network in entire area of old city

limits would generate flows of about 89 mld requiring augmentation of existing Sewage Treatment

Plant (STP) at Madhapar by 44.5 mls capacity. There exists 6 auxiliary Sewage Pumping Stations

(SPSs) and discharging wastewater into gravity sewer leading to Terminal SPS at Madhapar. Hence,

construction of STP shall be completed as early as possible.

Since RMC has already set up STP at Madhapar, staff is familiar with various aspects of the

same and hence salient features of the STP are Madhapar shall be looked into prior to formulating

process design of new STP at Raiya. The basic principle followed for the existing Sewage Treatment

Plant at Madhapar is facultative lagoons followed by extended aeration system. The areas of concern

were ease of operation, maintenance, low energy cost and sustainability of the process with shock

loads.

Existing Sewage Treatment Plant and Disposal Facilities

To cater to the flows from phase I & II sewerage system, a STP of 44.5 mld has been set up at

Madhapar. The plant is functional since 1994. It is based on facultative lagoons and total power

consumption is of the order of 600 HP. Sewage is admitted to inlet chamber and screened prior to

undergoing physical treatment. Grit Chamber removes the heavy grit particles and then sewage is

admitted to facultative lagoons. Here, the sewage undergoes biological treatment by facultative and

micro-aerophil bacteria for 1.5 days. Then sewage is admitted to extended aeration tank, wherein, it is

aerated for suspended growth aerobic treatment. Clarifiers have been constructed to settle biological

solids and to achieve desired effluent standards. Sludge is being returned to aeration tank to maintain

Mixed Liquor Suspended Solids (MLSS) concentration above 2000 mg/l.

Proposed Sewage Treatment Plant

It is proposed to construct 44.5MLD capacity STP at Madhapur just near to existing plant.

The process design of the plant is adopted conventional activated sludge process.



Design Criteria for STP

The design characteristics for the Madhapur STP arrived at on basis of the statistical analysis

of the result of the inlet concentration (samples collected and analysed by RMC) at Madhapar STP

over last eight months. The data is annexed as Annexure: It was decided to adopt BOD value of 200

mg/l and SS concentration of 525 mg/l for the design purpose in earlier report, which fairly matches

with the data available. Following design parameters are adopted for the design of STP.

Raw sewage characteristics

Parameter Value for Design purpose Unit

pH value 6.8-9.1

SS 525 mg/l

COD 630 mg/l

BOD 200 mg/l

Alkalinity 185 mg/l

Sulphates 110 mg/l

Phosphates 10 mg/l

Total Kjeldah Nitrogen 16.8 mg/l

Ammonical Nitrogen 15 mg/l

Organic Content in grit 4 mg/l

O & G 15 mg/l

Treated sewage characteristics

Parameter Value for Design purpose Unit

pH value 6-9

SS < 100 mg/l

COD < 100 mg/l

BOD < 30 mg/l

O & G < 10 mg/l

* Pre-1995 discharge norms prescribed 30 mg/l SS and 20 mg/l BOD value, which was duly

revised as above.

Observation on raw sewage characteristics

RMC has awarded O & M contract to private operator and a procedure has been established

to collect data on various parameters of raw sewage for last year. Data for the months of February

through September are taken in to consideration.



From the analysis, it is observed that the concentration of Suspended Solids (SS) is very high

during morning hours. Data recorded for morning session 0830 to 0930 indicates SS concentration as

high as 2000 mg/l. This is peculiar situation in semi-urban area experiencing scarcity of water,

wherein major water intensive activities are at halt during evening and late night hours leading to

deposition of solids in to sewers. These get re-suspended during peak flow, which takes place in

morning session. Volume of solids to be handled would be enormously high and special attention

must be given to this aspect, particularly sludge storage/sump and handling equipment like pump sets

and/or classifier mechanism. However, this is not accompanied by steep rise in BOD values. Hence,

shock load will not have significant effect on aerator (oxygenation equipment). But sludge production

would vary on hourly basis and hence retention time of the sludge sump would be decided

accordingly.

Analysis of various treatment processes

Numbers of processes are in vogue for treatment of domestic sewage (municipal wastewater).

This ranges from physico-chemical process to direct oxidation process (zimpro process) for treatment

of wastewater. However, physico-chemical processes are generally used for small capacity plants, in

particular, industrial plants. Physical process followed by biological process and purely biological

processes are more popularly used world over. Each system has its’ own cutting edge features for

selection of particular process for some region and respective time context. Physical process followed

by biological process and purely biological process are predominantly used in India and Gujarat

region.

Best examples for STPs based on physical process followed by biological process are

conventional activated sludge process (suspended growth), trickling filter (attached growth), and

anaerobic lagoons followed by facultative lagoons etc.. Best examples for biological processes are

facultative lagoons followed by extended aeration lagoons, Upflow Anaerobic Sludge Blanket

(UASB) followed by polishing lagoons etc.

Selection of best process suitable for sewage generated in Rajkot would be governed by

number of factors. However, attributes for selecting suitable treatment process will decide the

treatment steps. Major attributes are enlisted hereunder.

1. Ease of construction

2. Simplicity of system requiring less equipment

3. Ease of operation and maintenance

4. Availability of spare parts for trouble free O & M

5. Reliability of process:

i. well established design criteria

ii. proven process parameters

iii. established kinetics



iv. amenable to control

v. ability to absorb shock loads

6. Need of skilled/ unskilled staff

7. Nuisance potential from mosquitoes/ fly/ odour

8. Ease of access to components of the system for repairs and maintenance

9. Safety of operating/ maintenance personnel

Apart from above factors, raw sewage characteristics also play an important role. Availability

of skilled personnel and spare parts will play major role while selecting the process. Amongst selected

processes, its’ Capex and Opex, capitalized cost and financial sensitivity will govern the finally

selected process.

In view of above aspects, following processes have been evaluated.

1) Conventional Activated Sludge Process (with & without power generation)

2) Facultative Lagoons followed by Extended Aeration (with & without power generation)

3) Anaerobic Lagoons followed by facultative lagoons

4) UASB (with & without power generation)

Each alternative is analysed with its’ capital cost (Capex), operation & maintenance cost (Opex),

energy charges, resource recovery (power generation), financial sensitivity (capitalized cost with

different IRR). Subsequent chapters address the design of each unit of the STP and above factors.

Operation of STP depends upon so many factors. But introduction of advanced tools like PLC/ micro-

controller/ micro-processor based process control systems would enhance control over process and

also achieve the energy saving. Developed countries have fully automated plants and unit operations,

which has got very high O & M cost. Hence, emphasis has been made to introduce modern tools

suitable for Indian condition. Few of the areas of automation suggested are:

Aerator operation: DO levels in the tank shall be maintained at 2 mg/l. during lean flow

period, if it exceeds, number of aerators to be stopped on rotation basis could be introduced. Also

diminished level of DO would give alarm for attention of the aeration unit.

Pumping operation: Level based sensor to start/off the pumps on rotation basis.

Flow measurement: Flow entering into each battery depends upon the sizing of the gates, as

built levels etc. Even though, the gate opening is proper, flow distribution is likely to vary. Hence, to

measure the flow entering to each unit is crucial information to decide the performance of the same

and rectification thereof for process control.



A) Conventional Activated Sludge Process (Casp) This process is based on suspended growth system. Raw sewage is admitted to the inlet

chamber for further processing for removal of large particles. Floating matter are trapped in the screen

and removed with help of rack mechanism and put to conveyor belt for disposal through collection

vehicle. Grit is removed in grit chamber and then sewage is admitted to Primary Clarifier for physical

settling process. After primary settling, sewage undergoes biological process wherein biomass is

activated to consume the BOD and biodegradable matter is converted to carbon dioxide and water

vapor with help of aerobic bacteria. Level of dissolved oxygen and mixed liquor suspended solids are

maintained with help of return sludge from secondary clarifier. Food to microbe ratio, substrate, mean

cell resident time, decay rate of bacteria to enhance growth of aerobic biomass is maintained apart

from aeration. After aeration, biomass attains saturation level of activity and then admitted to

secondary clarifier for settling of biomass and accumulation of sufficient quantity of return sludge to

help activation of biomass in aeration tank. Sludge produced is returned and wasted through raw

sludge pump house or digester, wherein biomass is digested anaerobic ally and sludge concentration is

increased from 1-2 % to 6-8%. Supernatant is returned back to PST for treatment. Sludge from

digester is taken to centrifuge or filter press or sludge drying beds prior to final disposal and

utilization as manure. Filtrate from drying beds/filter press/centrifuge would be returned to PST for

further treatment. Bio-gas generated in digester could be taken to Gas Holder and utilized for power

generation or flared. Description of functional requirement of each unit for CASP is discussed in

brief.

1) Inlet Chamber

2) Screen Chamber

3) Detritor

4) Parshall Flume

5) Primary Clarifier (PC)/Primary Settling Tank (PST)

6) Aeration Tank

7) Secondary Clarifier (SC)/Secondary Settling Tank (PST)

8) Raw sludge pump house

9) Return sludge pump house

10) Filtrate pump house

11) Sludge digester

12) Gas holder

13) Sludge drying beds/ filter press/ centrifuge

14) Dual-Fuel gas engines/ gas flaring system

First three units are considered to be Preliminary Treatment Units. 4th, 5th and 6th are

secondary treatment units and remaining are supporting units for MWwTPs. Though all the units are



designed to handle peak flows and other loadings, sludge digesters need to be designed for sufficient

solids loading for effective functioning in the view of the high concentration of SS.

1. INLET CHAMBER : An Inlet Chamber is provided as receiving unit to STP with special

arrangements. In case of normal operations, the sewage will be diverted to STP and in case of

eventuality/ repair/ maintenance, a bypass arrangement is provided for discharge of sewage into

receiving body.

2. SCREEN CHAMBER : Screening is an essential step in treatment of sewage to facilitate

removal of large size floating materials like rags, plastics, tobacco pouches, wooden pieces etc. which

otherwise would damage pumps and interfere with the performance of the subsequent units. This

consists of bars placed parallel in vertical or inclined system across the flow to trap the floating

material. Generally 20 mm spacing is considered to be adequate for STPs. However, considering the

problem of pouches of tobacco passing thru’ it parallel to flow, finere screens with spacing of 12 mm

followed in mesh pattern are in vogue. 50 mm x 10 mm thick flats are considered to be standard

practice in India. Timer based racking mechanism cleans the screen periodically and put the

screenings to belt conveyor system. Material is conveyed to collection van provided beneath the end

of the belt conveyor for final disposal. CI Gates upstream and downstream to the screen are provided

to control flow.

3. DETRITOR :Detritus Tank popularly known as detritor is provided after screen to remove

heavy inorganic fraction of the sewage prior to physical and biological process. Difference in settling

velocities between organic and organic content due to specific gravity is the basic principle followed

to design the unit. Grit consists coarse sand particles, ash, clinker, egg shells and silt coated by

organic matter (generally marginalized group use silt/ash for washing of utensils) etc. Grit is

considered to be non-putrescible possessing higher hydraulic subsidence value than organic matter.

Grit removal, if not done, causes abnormal wear and tear to mechanical parts, scrappers/ pumps/

aerators etc. With proper hydraulic design, grit can be effectively removed from the sewage. To

prevent loss of useful organic content and to prevent emanation of highly malodorous emissions from

the removed grit, grit classifier based on reciprocating mechanism is provided.

4. PRIMARY CLARIFIER (PC)/PRIMARY SETTLING TANK (PST) :PST removes organic

matter (SS), scum and reduce BOD in quiescent condition. Brownian motion and settling

characteristics of solids supported by proper overflow rate and weir loading rate enhances

settlement of solids. It also settles BOD (integral part of SS) and hence reduces BOD load on

subsequent units. Reduction in BOD load will have great effect on power consumption.

Plastics escaped from the screen and grit chamber would float on surface and can be removed

by scum arm provided at top. Various functional parts like inlet, baffle, scrapper, outlet weir,

sludge removal, telescopic valve, scum box are major components of the PST.



5. AERATION TANK : Microbes present in sewage can consume substrate (biodegradable

organic matter) if favorable pH value and oxygen is available for faster consumption of organic

matter. This unit is heart of the process. Various parameters are controlled to maximize efficiency.

Food to microbe ratio, power level, MLSS, means cell residence time, decay rate, volumetric loading,

organic loading etc. Washout of microbes must be avoided. It is desirable to maintain DO level at 2

mg/l, which may diminish to 0.5 mg/l as an alarming level. Growth of filamentous bacteria and

Nocardia must be avoided and controlled. Sufficient HRT shall be maintained to prevent washout.

Entire biomass gets activated in this system by means of suspended growth. Microbes can move to

any place within reactor to get food and balance struck between microbes and substrate facilitates

conversion of organic matter into active biomass.

6. SECONDARY CLARIFIER (SC)/SECONDARY SETTLING TANK (SST) :SST permits activated

biomass to settle in form of sludge and sludge settled is pumped back to aeration tank to maintain

MLSS. Due to highly active biomass, lumps of biomass are formed and higher ratio of volume to

surface area enhances the settlement. Now, major portion of organic content is converted into

biomass, which is settled as sludge. Supernatant comprise very low BOD and SS and other

parameters. In case the treated sewage is to be discharged into natural water body, the parameters

comply with the norms prescribed by pollution control board.

However, in case treated sewage is to be reused for some purpose like gardening, recreational

activities, tertiary treatment shall be given.

7. RAW SLUDGE PUMP HOUSE :Raw sludge accumulated in PST is generally put to SDB or

sludge digester. Considering low volumes, this is very small units and used as control room for PTU.

8. RETURN SLUDGE PUMP HOUSE :Performance of aeration tank depends upon effective

function of this pump house. Generally return flow varies from 25 % to 50 % depending upon

concentration of sludge. Considering its’ functional importance, 100% standby pump sets are

provided in this unit.

9. FILTRATE PUMP HOUSE : Filtrate from sludge drying bed/filter press/centrifuge contains

high BOD and SS and hence prior to disposal into natural water body, it shall be treated. Filtrate

pump house pumps back filtrate to the inlet chamber of PST and hence only treated sewage is

discharged from the STP. Though quantity of filtrate is very low in terms of percentage, overall

quantum is in terms of few thousand liters and hence it must be treated prior to discharge.

10. SLUDGE DRYING BEDS/ FILTER PRESS/ CENTRIFUGE : Digested or raw sludge is dewatered

and converted to utilizable form of sludge cake for manure. Sludge drying bed is most common form

of concentrating the sludge and it is most common practice in India.

11. SLUDGE DIGESTER : Digestion of sludge is achieved in this unit to break the long chains and

convert it to simple form ready to use as manure for improved absorbance as nutrient and reduce the

harmful effects on environment. Initially, design of digester with mechanical mixing of sludge posed

serious problems of civil structure and blasting. This has been overcome with help of gas mixing



system, being used in India for more than 10 years with satisfactory performance. Sludge volume also

reduces in this system and area required for sludge reduces to a great extent.

12. GAS HOLDER :Gas produced in digester is collected here for further utilization like power

generation with uniform feeding to Dual-Fuel Engines or flaring.

13. DUAL-FUEL GAS ENGINES/ GAS FLARING SYSTEM : Gas produced in the digester is

enriched with methane and high calorific value. Dual fuel engines capable of using gas (80-90%) and

diesel (20-10%) can yield power sufficient to run more than half of the operations of the STP. Though

it is very attractive, STPs initially set up with an objective to have captive power generation either in

CASP or UASB has not been successful on large scale.

Above steps briefly describes preliminary aspects of various process units. Sufficient details

are discussed about basic principles and area of attention for successful performance of the STP based

on CASP. There are many more forms of the CASP like continuous flow (as described above), plug

flow, Sequential Batch Reactor etc., but this is most common form easy to maintain and operable and

adopted in India.

This process is having following advantages

1) Rajkot is commercial capital Saurashtra region attracting number of skilled personnel

and hence availability of skilled labor/ personnel is not a problem for this process

2) Availability of spare parts is also not a problem since all the equipments like

scrapper, aerator are already installed in existing STP and RMC officials are familiar

with the equipment and are easily available

3) Process is having high level of reliability, well established reaction kinetics,

amenability to control, can absorb shock loads.

4) Less potential of nuisance from mosquitoes/ fly/ odour

5) Easy access to components of the system for repairs and maintenance

6) More safety of operating/ maintenance personnel

7) Since the process is proven world wide, construction techniques are known and

hence easy to construct (the word conventional itself suggests its’ large scale

acceptability)

8) Easy to maintain the process parameters

9) Area requirement is very low amongst all 4 processes under consideration. Hence,

future expansion is possible, particularly in urban area like Rajkot –where land is

scarce.

Disadvantages of the process are:

1) Sludge digesters pose operational problems due to moving mechanical parts- some of the

municipal authorities had overcome this problem by using non-moving mechanical

mixers. E.g. Vadodara, Delhi



2) Skilled personnel (biologist) are required to maintain process parameters like MLSS, BOD,

COD, SS etc.

Unit Sizing: Conventional Activated Sludge Process

All dimensions are in m unless otherwise specified

Sr. Name of Process Unit Size of the unit Power rqnt

(W+SB) HP

1 Preliminary Treatment Units

Inlet Chamber 1 No., 6.5 x 4.5 x 3.3 -

Screen Chamber 2 Nos., 11 x 1.5 x 1.5 6+6

Grit Chamber 3 Nos., 8 x 8 x 1.1 6+3

Parshall Flume 1200 mm throat As per Int.

2 Primary Clarifier 2 Nos., 32.5 dia 3.85 ht 6+0

3 Aeration Tank 2 Nos., 36 x 72 x 4.15 400+0

4 Secondary Clarifier 2 Nos., 37 dia 3.5 ht 3+3

5 Raw Sludge Pump House 1 No., 4.5 dia, 6 m ht 15+15

6 Return Sludge Pump House 1 No., 17.5 dia, 6 m ht 60+(30+30)

7 Filtrate Pump House 1 No., 3.5 dia, 5 m ht 5+5

8 Sludge Drying Beds 28 Nos., 20 x 20 without

digester, 10 Nos. with

digester

-

9 Sludge Digester 2 No., 24 dia, 11 ht 50+50

10 Gas Holder 2 Nos., 20 dia, 6 ht. 6+0

11 Power Generator 18 x 12 x 6 -405

B) Facultative Lagoons followed by Extended Aeration (FLEA) : This process is

based on suspended growth system. Raw sewage is admitted to the inlet chamber for further

processing for removal of large particles. Floating matter are trapped in the screen and removed with

help of rack mechanism and put to conveyor belt for disposal through collection vehicle. Grit is

removed in grit chamber and then sewage is admitted to facultative lagoon for biological process.

Here biomass is supplied with limited quantity of oxygen to support facultative microbes, which can

survive at lower DO level. After facultative treatment, sewage undergoes aerobic biological process

wherein biomass is activated to consume the BOD and biodegradable matter is converted to carbon

dioxide and water vapor with help of aerobic bacteria. Level of dissolved oxygen and mixed liquor

suspended solids are maintained with help of return sludge from settling lagoon. Food to microbe

ratio, substrate, mean cell resident time, decay rate of bacteria to enhance growth of aerobic biomass



is maintained apart from aeration. After extended aeration, biomass attains saturation level of activity

and then admitted to settling lagoon for settling of biomass and accumulation of sufficient quantity of

return sludge to help activation of biomass in extended aeration tank. Sludge produced is returned to

extended aeration tank or put through sludge digester and/or directly to sludge drying beds/filter

press/centrifuge, wherein biomass is dried and sludge concentration is increased. Filtrate from drying

beds/filter press/centrifuge would be returned to facultative lagoon for further treatment.

Description of functional requirement of each unit for FLEA is discussed in brief.

1) Inlet Chamber

2) Screen Chamber

3) Detritor

4) Parshall Flume

5) Facultative Lagoons (FL)

6) Aerobic Lagoon (AL)

7) Secondary Clarifier (SC)/Secondary Settling Tank (PST)/ Settling Lagoon

8) Return sludge pump house


10) Sludge digester

11) Gas holder



First three units are considered to be Preliminary Treatment Units. 4th, 5th and 6th are secondary

treatment units and remaining are supporting units for MWwTPs.




receiving body.

2. SCREEN CHAMBER :Screening is an essential step in treatment of sewage to facilitate










to control flow.



3. DETRITOR : Detritus Tank popularly known as detritor is provided after screen to remove






Grit removal, if not done, causes abnormal wear and tear to mechanical parts, scrappers/

pumps/ aerators etc. With proper hydraulic design, grit can be effectively removed from the sewage.

To prevent loss of useful organic content and to prevent emanation of highly malodorous emissions

from the removed grit, grit classifier based on reciprocating mechanism is provided.

4. FACULTATIVE LAGOON : Sewage traveling long distances generally turns septic while

entering into STP and presence of anaerobic and facultative bacteria dominates the system.

Conversion of this condition to aerobic condition is power intensive and hence concept of developing

facultative culture for biological process of sewage was conceived. Here low level of DO is

maintained and thus odor emanation is eliminated. Generally HRT ranges from 1 to 3 days and STPs

in Mumbai are set up on this principle. Then sewage undergoes further treatment in aerobic lagoons.

5. AEROBIC LAGOON : After facultative process, microbes can survive aerobic condition and

are activated to consume maximum substrate. Aerobic bacteria dominate the system. Power level is

almost double as compared to facultative one. Sludge from settling tank is returned to this lagoon to

maintain MLSS. Generally mixing requirement governs the design rather than oxygen demand as in

case of CASP since HRT is comparatively very high. Here the biomass enters into phase of

endogenous respiration minimizing sludge production. Maintaining of MLSS and MLVSS is

important for better performance.

6. SETTLING TANK/ LAGOON : SST/SL permits activated biomass to settle in form of sludge

and sludge settled is pumped back to aeration tank to maintain MLSS. Due to highly active biomass,

lumps of biomass are formed and higher ratio of volume to surface area enhances the settlement.

Now, major portion of organic content is converted into biomass, which is settled as sludge.

Supernatant comprise very low BOD and SS and other parameters. In case the treated sewage is to be

discharged into natural water body, the parameters comply with the norms prescribed by pollution

control board.

However, in case treated sewage is to be reused for some purpose like gardening, recreational

activities, tertiary treatment shall be given.

7. RETURN SLUDGE PUMP HOUSE : Performance of aeration tank depends upon effective

function of this pump house. Generally return flow varies from 25 % to 50 % depending upon



concentration of sludge. Considering its’ functional importance, 100% standby pump sets are

provided in this unit.








quantum is in terms of few thousand liters and hence it must be treated prior to discharge.

10. SLUDGE DIGESTER : Digestion of sludge is achieved in this unit to break the long chains and

convert it to simple form ready to use as manure for improved absorbance as nutrient and reduce the

harmful effects on environment. Initially, design of digester with mechanical mixing of sludge posed

serious problems of civil structure and blasting. This has been overcome with help of gas mixing

system, being used in India for more than 10 years with satisfactory performance. Sludge volume also

reduces in this system and area required for sludge reduces to a great extent.

11. GAS HOLDER :Gas produced in digester is collected here for further utilization like power


12. DUAL-FUEL GAS ENGINES/ GAS FLARING SYSTEM :Gas produced in the digester is

enriched with methane and high calorific value. Dual fuel engines capable of using gas (80-90%) and

diesel (20-10%) can yield power sufficient to run more than half of the operations of the STP. Though

it is very attractive, STPs initially set up with an objective to have captive power generation either in

CASP or UASB has not been successful on large scale.



on FLEA. There are many more forms of the FLEA like without return sludge, only facultative

lagoons followed by maturation pond etc., but this is most common form easy to maintain and

operable and adopted in India. STP at Madhapar, Rajkot is also based on this process.


1) Availability of spare parts is not a problem since all the equipments like scrapper, aerator are

already installed in existing STP and RMC officials are familiar with the equipment and are

easily available

2) Process is having high level of reliability, well established reaction kinetics, amenability to

control, can absorb shock loads.

3) Marginal potential of nuisance from mosquitoes/ fly/ odour



4) Since the process is proven world wide, construction techniques are known and hence easy to

construct (STPs based on this process are established at cities like Ahmedabad, Mumbai etc.

indicating its’ large scale acceptability)



1) Sludge removal pose operational problems due to lower level and large area to be covered for

de-silting. Chances to damage to membrane are more during operation of sludge removal.

2) Difficult access to components for repair and maintenance

3) Skilled personnel (biologist) are required to maintain process parameters like MLSS, BOD,

COD, SS etc.

4) Less safety of operating/ maintenance personnel in case defects in aerators are to be rectified

5) Area requirement is very large as compared to CASP and restricts future expansion

6) Power consumption is very high and production potential is low.

Unit Sizing: Facultative Lagoons followed by Extended Aeration



(W+SB) HP






2 Facultative Lagoons 2 Nos., 78 x 152 at top

54 x 140 at both, 6 m

240+0, 16

Nos., 15 HP

3 Aerated Lagoon 2 Nos., 78 x 50 at top

58 x 50 at bot, 5 m

300+0, 6 Nos.,

50 HP

4 Settling Lagoon 2 Nos., 78 x 31 at top

52 x 18 at bot, 6.5 m

-

5 Return Sludge Pump House 1 No., 17.5 dia, 6 m ht 50+50+(50 SB)

6 Filtrate Pump House 1 No., 3.5 dia, 5 m ht 7.5+7.5

7 Sludge Drying Beds 28 Nos., 20 x 20 without

digester, 10 Nos. with

digester

-

8 Sludge Digester 2 No., 24 dia, 11 ht 50+50

9 Gas Holder 2 Nos., 20 dia, 6 ht. 6+0




C) Anaerobic Lagoon followed by Aerated Lagoon (ANAL) :

This process is based on suspended growth system. Raw sewage is admitted to the inlet

chamber for further processing for removal of large particles. Floating matter are trapped in the screen

and removed with help of rack mechanism and put to conveyor belt for disposal through collection

vehicle. Grit is removed in grit chamber and then sewage is admitted to anaerobic lagoon for physical

settling and anaerobic treatment of sewage (biological process). BOD & SS reduces considerably to

reduce oxygen demand in subsequent process train. Hydrogen Sulfide and methane generated at

bottom level during the anaerobic process gets dissolved in upper layer reducing odor nuisance. After

anaerobic process, sewage undergoes aerobic process wherein biomass is supplied with sufficient

quantity of oxygen to support aerobic and facultative microbes, which can survive at medium/ lower

DO level. Biodegradable matter is converted to carbon dioxide and water vapor with help of aerobic

bacteria. Level of dissolved oxygen is maintained with help of aerators. Food to microbe ratio,

substrate, mean cell resident time, decay rate of bacteria to enhance growth of aerobic biomass are

maintained apart from aeration. After extended aeration, biomass attains saturation level of activity

and then admitted to clarifier for settling of biomass. Sludge produced is in form of biological solids,

which would enter into phase of endogenous respiration reducing quantity of sludge to a great extent.

Depth of settling lagoon is maintained in such a way that cleaning of lagoon would be required at an

interval of 10 years.

Description of functional requirement of each unit for ANAL is discussed in brief.

1) Inlet Chamber

2) Screen Chamber

3) Detritor

4) Parshall Flume

5) Anaerobic Lagoons (AN)


7) Settling Lagoon






receiving body.













to control flow.











4. ANAEROBIC LAGOON : Sewage traveling long distances generally turns septic while entering

into STP and presence of anaerobic and facultative bacteria dominates the system. Conversion of this

condition to aerobic condition is power intensive and hence concept of utilizing anaerobic culture for

biological process of sewage was conceived. Here absence of DO is maintained by deep lagoons.

Odor emanation could be eliminated since uppermost layer acts as a solvent to gases escaping from

the system. Generally HRT ranges from 1 to 1.5 days and STPs in Ahmedabad are set up on this

principle. Then sewage undergoes further treatment in aerobic lagoons.

5. AEROBIC LAGOON : After anaerobic process, microbes can survive facultative and aerobic

condition and are activated to consume maximum substrate. Aerobic bacteria dominates the system.

Generally mixing requirement governs the design rather than oxygen demand as in case of CASP

since HRT is very high comparatively.

6. SETTLING TANK/ LAGOON : SST/SL permits activated biomass to settle in form of sludge.

Due to highly active biomass, lumps of biomass are formed and higher ratio of volume to surface area

enhances the settlement. Now, major portion of organic content is converted into biomass, which is

settled as sludge. Here the biomass enters into phase of endogenous respiration minimizing sludge

production. Supernatant comprise very low BOD and SS and other parameters.

In case the treated sewage is to be discharged into natural water body, the parameters comply

with the norms prescribed by pollution control board. However, in case treated sewage is to be reused

for some purpose like gardening, recreational activities, tertiary treatment shall be given.





on ANAL. There are many more forms of the ANAL like return sludge from settling lagoon, micro-

aerofoil based system etc., but this is most common form easy to maintain and operable and adopted

in India.


1) Availability of spare parts is not a problem since all the equipments like scrapper, aerator

are already installed in existing STP and RMC officials are familiar with the equipment and

are easily available

2) Process is having high level of reliability, well established reaction kinetics, amenability to

control, can absorb shock loads.

3) Marginal potential of nuisance from mosquitoes/ fly/ odour

4) Since the process is proven world wide, construction techniques are known and hence easy

to construct (STPs based on this process are established at Ahmedabad indicating its’ large

scale acceptability)


6) Power consumption is low as compared to FLEA.


1) Sludge removal pose operational problems due to lower level and large area to be covered

for de-silting. Chances to damage to membrane are more during operation of sludge

removal.


3) Less safety of operating/ maintenance personnel in case defects in aerators are to be

rectified


5) Power consumption is moderate and there is no potential for production of power.

Unit Sizing: Anaerobic Lagoons followed by Aerated Lagoon



(W+SB) HP





Parshall Flume 1200 mm throat As per Int. -

2 Anaerobic Lagoons 2 Nos., 92 x 97.5 at top

68 x 89 at bot, 6 m

-


72 x 160 at bot, 5 m

400+0, 16

Nos., 25 HP


66 x 20 at bot, 6.5 m

-



D) Up flow Anaerobic Sludge Blanket Reactor followed by Polishing Lagoons

(UASB-PL) This process is based on anaerobic suspended growth system unlike earlier processes. Raw

sewage is admitted to the inlet chamber for further processing for removal of large particles. Floating

matter are trapped in the screen and removed with help of rack mechanism and put to conveyor belt

for disposal through collection vehicle. Grit is removed in grit chamber and then sewage is admitted

to UASB reactor. Sewage is uniformly distributed over entire tank. Four basic steps of anaerobic

process takes place in this reactor and biomass consumes biodegradable matter during it’s’ passage

through sludge blanket. All three operations, pre-sedimentation, anaerobic treatment and final

sedimentation including sludge stabilization makes it attractive treatment option. Sludge developed in

reactor tries to settle under gravity when applying moderate upward velocities in the reactor.

Anaerobic microbes developed in reactor are kept in the compartment for sufficient time. Organic

compound present in the sewage are absorbed or adsorbed on the sludge particles in the reactor during

it’s’ passage through the bed. Organic compound gets converted to methane enriched bio-gas and

small part into new bacterial mass after anaerobic biodegradation. Bio gas consists of methane CH4,

carbon dioxide CO2, hydrogen gas H2, hydrogen sulfide H2S and traces of ammonia NH3 and nitrogen

N2. Biogas generated in reactor is considered to be advantageous to promote this process. However,

gas generation is found to be effective with high COD values and particularly useful for industrial

waste. Sensitivity of process to absorb shock load and sulphate poisoning is considered to challenge

before designers and operators of the plant. After UASB, polishing unit in form of lagoon or physico-

chemical process or conventional activated sludge process are must to achieve discharge norms.

Description of functional requirement of each unit for UASB-PL is discussed in brief.

1) Inlet Chamber

2) Screen Chamber

3) Detritor

4) Parshall Flume

5) UASB Reactor (UASBR)

6) Pre Aeration Tank


8) Settling Lagoon

9) Sludge pump house


11) Gas holder










receiving body.











to control flow.











4. UPFLOW ANAEROBIC SLUDGE BLANKET (UASB) REACTOR : Upflow Anaerobic Sludge

Blanket (UASB), was developed to treat industrial waste possessing high COD and BOD, posing

power intensive treatment-if one opts for aerobic treatment. Hence anaerobic treatment was found to

be techno-economical. Deficiencies of Septic Tank/s Imhoff Tanks/ Upflow Anaerobic Filters were

attended and researchers have tried to ensure uniform distribution of flow, restricted upward velocities

etc. To maintain sludge blanket at mid-level, upward velocity shall be applied to flow at moderate

range. Wastewater enters the reactor from bottom at uniform flow rate and travels upward direction.

This eliminated necessity of separate sedimentation tank. Anaerobic bacteria are developed in the

reactor for sufficient time. In order to ensure sufficient contact between the incoming sewage and the

sludge blanket (mass of anaerobic bacteria), the velocity of upward flow is restricted and uniform

feeding rate of wastewater is ensured all over the bottom of the reactor. Organic compound present in

the sewage are absorbed/ adsorbed on the sludge particles in the reaction zone. Further mixing is



achieved by movement of biogas in upward direction, the density currents and settling of solids in

downward direction. Organic compound are converted to biogas consisting of methane-enriched gas

and new bacterial biomass. The gas is collected in the gas collector and used as energy source. A gas,

liquid and solid separator (GLSS) is provided below the gas collector in order to maximize collection

of gas (gas bubbles attached to sludge particles could lose contact and can be trapped into gas

collector).

5. PRE AERATION TANK : After UASBR, anaerobic microbes dominates the system since

sewage has undergone anaerobic treatment. Gases like methane and hydrogen sulfide are at saturation

level and nature of the bio-culture is anaerobic. To change the anaerobic nature of the sewage and to

make it amenable for aerobic treatment, pre-aeration shall be provided. Basic objective of this unit is

to remove dissolved gases of anaerobic process and prepare culture suitable for aerobic treatment.

6. AEROBIC LAGOON : After pre-aeration, sewage would undergo aerobic treatment in lagoons

to facilitate aerobic conversion of organic matter into biomass and gases.

7. SETTLING TANK/ LAGOON : SST/SL permits activated biomass to settle in form of sludge.

Due to highly active biomass, lumps of biomass are formed and higher ratio of volume to surface area

enhances the settlement. Now, major portion of organic content is converted into biomass, which is

settled as sludge. Supernatant comprise very low BOD and SS and other parameters. In case the

treated sewage is to be discharged into natural water body, the parameters comply with the norms

prescribed by pollution control board.

8. SLUDGE PUMP HOUSE : Sludge produced in the UASB is collected in the sump and pumped

to the sludge drying beds/ centrifuge/ filter press to reduce water content and amenable to use as

manure. Concentration of sludge varies from 2% to 6% depending upon the status of biological

process within reactor. Generally higher concentration prevails in the reactor, if performance is good.

Considering its’ functional importance, 100% standby pumpsets are provided in this unit.








quantum is in terms of few thousand litres and hence it must be treated prior to discharge.

11. GAS HOLDER : Gas produced in digester is collected here for further utilization like power


12. DUAL-FUEL GAS ENGINES/ GAS FLARING SYSTEM : Gas produced in the digester is

enriched with methane and high calorific value. Dual fuel engines capable of using gas (up to 80-

90%, generally 60%) and diesel (20-10%, generally 40%) can yield power sufficient to run more than



half of the operations of the STP. Though it is very attractive, STPs initially set up with an objective

to have captive power generation either in CASP or UASB has not been successful on large scale.


1) It is a buzzword and considered to be adaptive if this process is implemented

2) Power generation is considered to be only attractive aspect and advantage due to emerging

power scenario world wide.


1) Process is having very low level of reliability, reaction kinetics are yet to well-established,

not easy amenability to control and absorb shock loads.

2) Sludge removal pose operational problems due to higher depth and accessibility.


4) Highly skilled personnel (biologist) are required to maintain process parameters

5) Less safety of operating/ maintenance personnel in case defects in hood/ baffle, gutter,

GLSS are to be rectified


7) Power generation is main slogan to promote the process. However, operationalisation of dual

fuel engines for purely domestic waste has not become successful.

8) Process is not proven world-wide, construction techniques are known to limited agencies

restricting competition and rectangular reactors with higher depths becomes more costly.

9) In case of disturbance of sludge blanket, resumption takes long time

10) Lifecycle of upper hood and dome is not assured leading to uncertainty of the recurring

cost.

Unit Sizing: Upflow Anaerobic Sludge Blanket Reactor


(W+SB) HP






2 UASB Reactor 4 Nos., 32 x 32 x 6 -

3 Pre-Aeration Tank 2 Nos., 10.5 x 10.5 x 3.1 15+0, 2 Nos., 7.5

HP


64 x 164 at bot, 5 m

400+0, 16 Nos., 25

HP


64 x 36 at bot, 6 m

-

6 Sludge Pump House 1 No., 6 dia, 7 m ht 7.5+7.5

7 Filtrate Pump House 1 No., 4.5 dia, 4 m ht -

8 Sludge Drying Beds 22 Nos., 20 x 20 -

9 Gas Holder 1 No., 18 dia, 5 ht. 6+0




TECHNO-ECONOMICAL ANALYSIS OF VARIOUS PROCESSES FOR SEWAGE

TREATMENT Each of the process described in earlier chapters have distinct advantages and limitations. In

the present context, while number of MWwTPs/ STPs are constructed under various projects/ grants/

aid for urban renewal/ river cleaning and are operational, challenges before technical feasibility of

any/ all processes could be taken up and can successfully overcome various problems. However,

practicability of each option, based on which particular process is selected, shall be looked into and

yard-stick shall dictate a particular process rather than comparing all processes based on merits and

demerits. Applicability of particular process for the expected raw sewage characteristics at Raiya is of

the prime importance to select a particular option. Economical aspects and options, sensitivity needs

to be analyzed before concluding for a particular process and then finally decide the treatment option.

Technical considerations

Based on the studies made by our team, data available about various STPs functional in India,

supporting literature and merits/ demerits noticed, feed back from field operators, designers, and

various ULBs, it is found that CASP/ FLEA and ANAL are betters options and more acceptable as

compared to UASB. In our opinion UASB is not attractive option, since sewage is purely domestic in

nature leading to low potential of power generation. CASP is having wider acceptability as compared

to lagoons owing to sludge removal problems from the lagoons and maintenance of aerators. In case

of lagoons, sewage level varies to a considerable extent. This is important aspect while selecting

aerators for lagoons. Oxygen transfer depends upon submergence, which is limited in case of fixed

aerators and hence efficiency of the MWwTP/STP is affected. Floating aerators are found to be best

option, provided boat and other means are available for maintenance and repair. Except for Mumbai,

other ULBs find it difficult to maintain and hence one has to compromise on efficiency by selecting

fixed aerators. For CASP, Sludge Digesters on other hand have had problems of dome and explosion,

maintaining anaerobic condition etc., which could be overcome by adopting gas mixing system

instead of mechanical mixers. Hence, all the processes are treated as technically at par despite basic

deficiencies related to O & M, even controlling behavior of microbes, less known reaction kinetics as

in case of UASB.

To conclude about best option, it is necessary to compare capital costs and O & M costs, NPV

etc., to arrive at most economical option for sewage treatment. Subsequent paragraphs addresses this

aspect prior to recommending the suitable process.

Recommendations:

Based on various analysis and applicability of the process for the said STP, Conventional

Activated Sludge Process is most economical and it is recommended to select the CASP with power

generation module for construction of the STP at Madhpar.



6.3 Drainage Phase-III (Part-1)

• Background: During the period about last 10 years further development occurred in RUDA

area mostly on the west side of the old city and along South North direction also. The specific

planning of development in these areas was not sought out during that time, however, on the occupied

plots at various pockets in the said area, the construction of buildings were going on without having

any permission basic facilities like roads, electricity and water supply network as well as waste water

disposal system. This area came under rule of RMC in the year 1998. Therefore now, it is a duty of

the authority to provide all the basic facilities as stated above, to the people of those areas. To provide

drinking water facilities to the people of those areas a water supply project based on Nyari-II reservoir

and its seepage was carried out, but due to scarce of water in the reservoir, the water supply system

could not be put in to commission during this year. Similarly, subsequent problem of waste water

disposal shall have to be faced immediately after commissioning of drinking water supply. To solve

this problem a Sewerage Project Phase-III was thought out by Rajkot Municipal Corporation

• Field Survey : For the proposed project area, where town planning schemes was prepared,

the road alignment survey was carried out. This includes taking of levels at 30 mt. Interval along the

roads, all the crossings and turning points etc have been covered with additional levels at 30 mt

interval on center line of the road. For areas outside the town planning schemes, i.e. pockets

developed like near Mavdi village, layout of such areas have been prepared and incorporated with the

levels at 30 mt interval. Total length of roads are shown in the below mentioned table.

Details of T.P.Roads in Town Planning Schemes

Length of Roads (in Meter) Sr

No

Name &

Nos.of

scheme 45m 30m 24m 28m 18m 15m 12m 9m

Total Sub

Road

Tot. of

Roads

01 T.P.S. 1

Raiya

1420 -- 1400 1000 80 -- 7385 3090 24375 24840 39215

02 T.P.S. 2

Nana

Mava

240 2180 1180 1340 -- 1340 4380 1240 11900 21140 33040

03 T.P.S. 3

Nana

Mava

1260 -- 1260 -- -- 280 5710 5370 13880 8200 22080

04 T.P.S. 4

Raiya

-- -- 1120 -- 2800 -- 4320 6150 14390 8280 22670

05 T.P.S. 5 -- 600 1060 -- -- -- 4840 2120 8620 8040 16660

06 T.P.S. 6

Raiya

1600 -- 1460 -- -- 820 5500 3160 12540 17040 29580

07 T.P.S.

7&8

Mavdi

-- -- -- -- -- -- -- -- 21755 25000 46755

Total

210000

Ground levels have been recorded in the level books and same have been submitted as

Survey And Investigation Report( For Population Projection Kindly Refer Annexure). The TBM

list with location and RL in meters for TP scheme 1 to 8 and pocket areas have been identified ,

Sketches of locations also have been shown in the drawing No.01 to 08. Field Book record i.e. level



Book No.01 to 21 have been also incorporated in the survey report for permanent record for Rajkot

Municipal Corporation.

For preparation of estimation of sewer lines, trial pits in the project area have been taken.

• Population Projection: The population projection is forecasted based on past available

data of population and sample studies of two TP areas partly developed and / or under developing,

considering the number of persons 5 per house / flat for the occupation of 65% of total houses. Thus

the projected population in the year 2030 is forecasted to 3,97,000 including the prospective

population of three villages also as drainage collective system is generally designed for 30 years of

period.

• Water supply: Saurashtra region is the semi arid zone and Rajkot city is falling in this area

where water is scares. Other cities of Gujarat State like Vadodara, Surat and Ahmedabad, total

quantity of water per capita is supplied (considering all other sources) 250 liters and these figures are

always taken into account by the consultants for calculation of generation of waste water for the

design of collective system of sewer lines. Whereas to run the underground drainage, Central Public

Health and Environmental Engineering Organization. (Ministry of Urban Development) has fixed

criteria per capita bases and it is 140 to 150 liters / capita water requires to run the underground

drainage system smoothly. Therefore, Rajkot Municipal Corporation has followed minimum

requirement of water supply as per the criteria fixed by the CPHEEO New Delhi 140 to 150 LPCD to

function the underground drainage of city area as well as proposed project area. The proposed project

area is only of residential zone and hence no other demand like industry etc has been taken into

account. The Rajkot Municipal Corporation has also planned to provide sufficient supply the water

required for efficient functioning an commissioning of this sewerage project of extended area of the

city simultaneously.

• Waste water generation: Normally 80 to 85% of the quantity of water reaching the

consumer's end is considered as waste water for the sewerage disposal system. Per capita waste water

flow for the design of sewerage system is considered as 128 liters in this design. The estimation of

ground water infiltration shall be practically zero as the ground water table in this region are very

much below the designed depth of sewer lines. However, the provision of ground water infiltration

has been estimated as per the criteria shown in Manual on sewerage & sewage treatment (Page 40) i.e.

minimum 500 liters / km day for approximately 200 kms length is equal to 0.10 MLD which is

negligible quantity against the total flow of the project.

• Design of sewers : The system design parameters for sewers are as per CPHEEO manual

which is the requirement of financing institutions. The design criteria for sewers are as follows:

• Design Year: The design year considered for the sewerage system for this project area is

2030.



• Design Flow : The design is based on the waste water generated duly considering the water

demand of 150 LPCD as stated above in the year 2030. The design flow is therefore considered as 128

LPCD after considering losses and considering that 85% of water supply is converted to sewage.

• Peak Factor : Peak factors, depend upon the density of population, topography of the project

area and hours of water supply etc for design of sewerage system of project area, peak factor 2.25 is to

be considered for the design based on contributory population recommended by CPHEEO in the

manual. However, looking to the individual TP scheme population 2.50 peak factor is taken in the

sewer design. The peak factor is applied to the projected population for the design year.

• Average Dry weather flow :This would comprise average domestic sewage flow and

infiltration.

• Peak Dry weather flow : This is the design flow. It comprises peak domestic sewage flow

and infiltration.

• Design formula :For design of new sewerage system, Manning's formula is adopted which is;

For Circular conduits

V = 0.003968(D)0.67 x (S)0.50

N

Q = (1/N) (3.118x10-6)D0.67 x S0.5

Q = Discharge in lps

V = Velocity in mps

N = Manning's Co-efficient of Roughness

D = Internal dia. of pipeline in mm

S = Slope of hydraulic gradient

• Coefficient of Roughness : For sewerage system, NP2/NP3/NP4 class RCC pipes for higher

diameter as well as stoneware glazed pipes for smaller diameter sewer line are generally provided.

The roughness coefficient, N, is assumed same for all diameters of RCC pipes with collar joints and is

considered 0.015. For stoneware pipes for all diameters, N, is assumed 0.013. As pipes deteriorate

with age, a roughness co-efficient is considered corresponding to fair condition of the interior surface

of sewers.

• Minimum size of Sewer: A minimum diameter of 150 mm has been considered to identify

the proposed sewer under study. Three factors are influencing for deciding the diameter of sewer

pipeline.

• Proposed gradient in sewer line : Rajkot city is under semi arid zone and availability of

water quantity here is scarce resource. Hence, minimum criteria of water supply 140 LPCD to 150

LPCD is adopted by the Corporation for smooth functioning of sewer lines. Rajkot city Sewerage

project phase-I was started in the year 1979 and completed and commissioned after 23 years of

period. The main reason of delay of this project was a severe hard rock excavation and steep slope of

initial pipelines in the design. Initial slopes of 150 mm dia pipelines were taken 1 in 80 to get very



easy initial self cleansing velocity. Due to such design, depth of pipeline had gone very deep and due

to hard rock it was found more difficult in the excavation. Ultimately, a decision was taken to adopt

grade of 150 mm dia pipeline 1 in 130 which is found sufficient for 750 population of initial stage to

achieve self cleansing velocity during peak hours. Hence based on the past experience of Rajkot city

sewerage project phase-I and its present results of well functioning in the water scares period. It is

proposed to provide 150 mm diameter as minimum for initial sewer lines. Major lengths of sewers in

any project area are always with smaller diameters and these initial pipeline sections are not getting

enough flow in the commissioning stage. Hence, as per the recommendations of World Bank in the

previous sewerage project Phase-I, Stoneware pipes of minimum diameter 150 mm size is proposed in

this project for initial sewer lines and same will be more convenient in cleaning in the initial stage of

commissioning. More care is required for frequent cleaning during initial period. Stoneware pipes of

ISI quality are now easily available in the market and hence it is recommended to use 150 mm to 250

mm dia pipes in this project as stoneware salt glazed ISI marked quality for initial sections of sewer

lines.

• Minimum Depth of Cover : The minimum depth of cover to be provided over the top of pipe

is 1.0 meter for diameter equal to and above 300 mm.

• Self Cleansing Velocities :A minimum velocity of 0.75 to 0.80 mps at design peak flow (in

the year 2030) in the sanitary sewer is considered subject to a minimum velocity of 0.6 mps for

present peak flows (in the year 2001) as per the recommendations of CPHEEO manual.

Limiting velocities for particles varying in specific gravity from 1.01 to 2.65 were studied.

The specific gravity of grit is usually in the range of 2.4 to 2.65. For minimum velocity of 0.6 m/sec

all particles of specific gravity 2.65 and size less than 1.0 mm will remain in suspension. Hence, the

velocity of 0.6 m/s should be adequate to prevent situation in sewers. However, the problem of silting

may occur in early years, particularly for smaller sewers with velocities of flow less than 0.6 m/s but

the assumption is made that the deposited silt would be flushed out during the peak flows. Where such

velocities are not obtained periodical flushing would be required.

• Design capacity of sewers : Sewers designed to carry estimated peak flows generated in the

year 2030 will run partially full for all variations in the flow. The maximum permissible depth of flow

in sewers for established velocity criteria are tabulated in the following table.

• Depth of Flow : From considerations of ventilation in waste water flow, sewers should not be

designed to run full. All sewers are be designed to flow 0.8 full at ultimate peak flow. However, as per

Hydraulic design the depth of flow at Ultimate Peak is between 0.45 to 0.8.



Following table shows the hydraulic properties of circular sections for Manning's Formula.

Hydraulic properties of circular sections for Manning's formula

Depth Ratio

d/D

Area Ratio

a/A

Hydraulic radius Ratio

r/R

Velocity Ratio

v/V

Discharge Ratio

q/Q

0.100 0.052 0.254 0.401 0.021

0.200 0.143 0.482 0.615 0.088

0.300 0.252 0.684 0.776 0.196

0.400 0.373 0.857 0.902 0.337

0.500 0.500 1.000 1.000 0.500

0.600 0.626 1.110 1.072 0.671

0.700 0.748 1.185 1.120 0.838

0.800 0.858 1.217 1.140 0.988

0.900 0.949 1.192 1.124 1.066

1.000 1.000 1.000 1.000 1.000

where d, a, r, v and q denote depth of flow, area, hydraulic radius, velocity of flow and

discharge respectively for partial flow condition and D, A, R, V and Q are the corresponding

characteristics for full flow condition.

• Topography of the proposed project area : Detailed survey investigations have been

completed and based on the detailed survey the actual topographical conditions, sewerage network

have been prepared to have minimum excavation of pipelines. A natural drain (Vonkala) coming from

South direction of the project area flows towards North i.e. from near by Mavdi village to passing

through out skirt of the extended area of the city to the west of the villages of Munjaka and Raiya

meeting to the tributary of river Nyari on up stream of Nyari II reservoir. Therefore in general the

natural slopes of the ground have been taken into account for planning the sewerage network.

• Design methodology and analysis of sewerage network : Population distribution have

been carried out on present and projected density and same have been distributed per manhole in the

TP scheme layout. Special consideration is given to the areas where high rise buildings exists and

areas where such type of high rise buildings are expected in future. Per manwhole increase of flow

has been calculated and for each sewer section, present average flow, present peak flow, projected

average flow, projected peak flow and full flow have been calculated and applied as basic data of

hydraulic design of sewer sections of entire network. Network have been prepared as per Town

Planning Scheme Numbers 01 to 08 considering each Town Planning Scheme as individual drainage

zone for convenience of execution, maintenance and supervision.

The hydraulic analysis of all sewer sections as collective system have been carried out using

Excel Computer Software Programming for all the four conditions of all sewer sections of network. It



has been cross checked with the computer software recommended by the UNDP Sewer Software

Version 3.0. Statements of design of sewer sections and designed Invert Levels have been attached

herewith as an annexure.

• Sewer appurtenances: Manholes are to be provided at all junctions, change of sewer size,

gradient and direction. As per the RMC practice the spacing of manhole is kept between 25 to 40 mt

for all diameters.

• Spacing of manholes adopted are as follows:

• Pipe dia of 300 mm - 450 mm - 30 m

• Pipe dia of 500 mm - 900 mm - 40 m

• Pipe dia of 1000 mm - 1800 mm - 50 m

However, additional manholes are to be provided on junctions of the street avoiding standard

distance. For sewers of 600 mm diameter and above, scraper manholes are proposed to be provided at

major junctions and at about 200 m c/c. The typical details of proposed house connection chamber,

conical type manhole, A, B, C, D1, D2 and scraper manhole S1, S2, S3 are shown in Annexure.

Bedding for sewers: The type of bedding (First class bedding, concrete cradle, full encasement)

shall depend on the depth at which the sewer is laid. Thus the load due to backfill and superimposed

load (live load), and the three edge bearing strength of pipe will be the governing criteria for selection

of appropriate bedding factors.

6.4 Design of Sewage Treatment Plant at Raiya under Phase-III (Part-1)

Existing sewage treatment plant

In the phase-I, the waste treatment process has been adopted keeping view the most of the

waste will contain a domestic waste i.e. sewage excreta and sullage water rather than any other major

industrial waste. Therefore process of treatment is provided considering the characteristics of raw

sewage having BOD 200mg/l, which is a facultative aerated lagoon followed by extended aeration for

the capacity to treat 44.50 MLD. This treatment unit does not carry any further additional load due to

further augmentation or future provision of extended area. However, additional land has been kept

reserved in the premises of existing treatment site for the purpose of any additional treatment units for

the Sewerage Project Phase-II of old city area.

While as per the topographical situation mentioned previously the land located nearby village

Raiya is technically as well as economically feasible for adoption of new waste water treatment units

and disposal of treated waste for sewerage project phase-III

Acquisition of Land :

Additional land is already reserved at existing sewage treatment plant site nearby Madhapar

under Phase-I and Phase-II sewerage project but it will not suffice to accommodate sewage treatment

units proposed under phase-III sewerage project, and which is also not feasible as narrated in the

preliminary project report, technically as well as financially. The land near village Raiya has been

acquired, to accommodate sewage treatment units including some necessary disposal facilities. The



Gujarat Pollution Control Board (GPCPB) has already approved the site and RMC has already

finalized DTPs

Process design options

The number of approaches and advanced techniques are prevailing at present to treat the

domestic waste water as well as industrial waste water. Normally biological treatments are used world

wide and they are suitable for sewage treatment plant,. Following are the options of biological

treatment for treatment of domestic sewage.

Following review is made.

Looking to the techno-economical aspect- Conventional Activated Sludge Process with Sludge

digester is recommended to be adopted for Sewage Treatment Plant

Location of the Works

The Works are to be constructed at Raiya located approximately 3 km west of the city limits

of Rajkot in the State of Gujarat, India. The detailed location is shown on the Drawings.

Description of the Works

The Works shall comprise the provision of a sewage treatment plant to treat up to 51

Mld of raw sewage generated in new area and to discharge the treated sewage into a natural

drain leading to river Nyari of the specified quality.

The sewage treatment plant shall comprise the following:

(a) Unit processes and services

• Inlet chamber;

• Screen Chamber;

• Grit Chamber;

• Parshall Flume;

• Primary Clarifier;

• Aeration Tank;

• Secondary Clarifier;

• Sludge Digester and Sludge Drying Beds;

• Raw Sludge and Return Sludge Pump Houses

• Sewage sampling;

• Service water;

• MCC Room.

Raw Sewage

Raw Sewage Quality

Generally, the raw sewage has a low suspended solids, but during morning hours, its concentration

rises from less than 200 mg/l to 800-1000 mg/l. At the same time other parameters does not change

substantially.



The treatment works shall be designed to treat sewage of the following quality:

Raw Sewage Quality

Parameter Units of measurement Value

pH pH units 6.5 - 9.2

Suspended Solids mg/l 525

Biological Oxygen Demand mg/l 200

Chemical Oxygen Demand mg/l 630

Alkalinity mg/l 185

Sulphates mg/l 110

Total Kjeldah Nitrogen mg/l 10

Ammonical Nitrogen mg/l 16.8

Organic content in grit % 4

Oil & Grease mg/l 15

The quality of the raw sewage entering into existing Sewage Treatment Plant at Madhapar

over the period January 2005 to December 2005 is summarized in Appendix ___.

Sewage Treatment Plant Performance

The sewage treatment plant shall be designed for continuous operation even with

reduction of flow by 50%, the performance of the plant should not be affected. The purpose

of the treatment plant is to produce treated sewage suitable to discharge it into natural water

body as per the guidelines stipulated by Gujarat Pollution Control Board (GPCB) and as per

guidelines of Central Public Health and Environmental Engineering Organisation (CPHEEO)

as summarised in Table.

When the sewage treatment plant is operated in accordance with the Contractor’s

operating instructions at an output varying within the normal operating range (50 % to 100 %

of rated flow), the quality of the treated sewage, the primarily treated sewage (from the

launder of primary settling tank) and the secondarily treated sewage (from the launder of

secondary settling tank) shall comply with the requirements stated in Table:

Required Treated Sewage Quality

Sample Compliance Requirement

Effluent

from PST

BOD<150 mg/l

SS<250 mg/l

Effluent

from SST

BOD<20 mg/l

SS<30 mg/l

pH 6 to 9



Sewage Treatment Plant Staffing Requirements

The Employer will provide all the necessary operating staff and maintenance

personnel to operate the Works. During the first 36 months (three years) the plant shall be

operated under the Contractor’s guidance using the staffing levels identified. The details of

staff to be deployed will be as per the stipulations mentioned in O & M Specifications.

Plant and Process Design Parameters

General

The Plant shall be designed, selected and installed taking into account site ambient

conditions, local conditions and location.

The following site conditions shall apply

• ambient temperature (plant room) - 35oC

• annual average temperature - 30oC

• Relative humidity (maximum) - 75%

• Altitude - 125 m

• site conditions - semi-arid

The plant shall be designed for an ambient temperature of 40º C with the Contractor

making due allowance in his designs for the increased temperatures experienced by Plant

exposed to direct sunlight.

Works Life Expectancy

The Contractor shall design the Works for a life expectancy as follows:

• concrete structures 60 years;

• mechanical plant 25 years;

• electrical plant 25 years;

• buried earth electrode systems 50 years;

• control panels 25 years;

• external instrumentation systems 15 years;

• computer systems 12 years.

The major units comprises

a) Elevated inlet chamber

b) Main plant by-pass pipeline from Inlet chamber to effluent disposal point

c) Elevated screen chamber

d) Elevated grit chamber

e) Flow measuring channel – Parshall flume

f) Distribution chamber for Primary Settling Tank (PST)

g) By pass pipeline from Distribution chamber to main plant bypass pipeline

h) Primary Settling Tank (PST)



i) Outlet pipeline from PST up to the distribution chamber of Aeration Tank

j) Distribution chamber of aeration tanks.

k) By pass pipeline from the distribution chamber of aeration tank to effluent

disposal point

l) Aeration tanks

m) Distribution chamber at outlet of aeration tank for Secondary Settling Tank

(SST).

n) Pipeline from chamber to each SST.

o) Secondary Settling Tank (SST)

p) Final effluent pipe/channels from settling tanks to treated sewage chamber

q) Pipe/Channel from treated sewage chamber to final disposal point

r) Digesters with gas mixing devices

s) Compressors for gas mixing

t) Gas holders (single stage bell)

u) Sludge drying beds

v) Raw sludge pumping station including control room for Primary Treatment

Units (PTU)

w) Return sludge pumping station including control room to pump the Return

Sludge and Excess Sludge.

x) Control room for Aeration tank

y) Control room for Digesters, Gasholders, and Gas Mixing arrangement.

z) Filtrate pumping station.

aa) Gas burner for excess gas

The other units required are:

a) Sub-station to serve the proposed sewage treatment plant.

b) Administrative building, conference room, laboratory

c) Internal roads, CC path, storm water drainage (wherever required) for the

plant.

d) Water distribution network for drinking purpose within the plant premises and

sewage disposal

2. Design criteria

Elevated Inlet chamber and plant by-pass

Inlet chamber shall be adequately sized to receive sewage from pumping main and to

provide plant bye pass having peak hydraulic carrying capacity of 114.75 Mld plant bypass



shall be designed to attain 0.9 m/sec to 1.5 m/sec velocity at peak flow duly considering the

available hydraulic head at the plant from inlet chamber to discharge point. Hydraulic

Detention Time shall be 60 seconds minimum at peak flow.

Elevated screen chamber

a) Peak flow (Design flow) 114.75 Mld

b) Average flow 51 Mld

c) Number of Screens Two screen in parallel, each

to deal with peak flow and

incline at 60° to horizontal

and mechanically cleaned/

raked.

d) Number of channels Two screen channels, each

designed for peak flow.

e) Velocity in approach

channel during average

flow (minimum)

0.4 m/ sec

f) Max velocity through

screen at peak flow

1.2 m/sec

g) Flats of screen Tapered in

the direction of flow (front

x back x depth )

10 mm x 8 mm x 75 mm

h) Clear opening between two

flats at back

12 mm

i) Free board above TWL 0.5 m

Elevated Grit Chamber

a) Peak flow 114.75 mld

b) Average flow 51 mld

c) Number of grit chambers Three grit chambers to be

designed for handling the 1.5

times the peak flow and (two

working and one standby

unit of similar size).

2+1 Nos

each for half

of peak flow

d) Specific gravity of grit 2.45

e) Size of particles equal to

and above which are to be

removed 100%

0.15 mm



f) Quantity of grit in sewage 0.1 m3/m1

g) Horizontal velocity in grit

chamber not to exceed at

peak flow

0.30 m/sec

h) Temperature of sewage

(design)

18 °C

i) Filed correction factor for

surface loading

0.80

j) Detention time (minimum) 60 sec

k) Minimum depth of wall in

grit chamber at outlet weir

excluding corner filling of

300 mm)

0.9 m

l) Organic matter in washed

grit not to exceed

3 %

m) Free board above – TWL 0.5 m

Primary Settling tank



c) Excess sludge, filtrate and

supernatant shall be added in

distribution chamber of primary

settling tank as per layout plan

and grease and oil will be

separately disposed off

d) Number of circular tanks … Two unit each to deal

with 25.50 mld flow plus

other flow (excess sludge,

filtrate, sludge, filterate,

supernatant)

e) Surface loading (effective) at

average flow + other flow

35 m3/day/m

2

f) Surface loading at peak flow 80 m3/day/m

2

g) Detention time at average flow

excluding Hopper bottom volume,

but including other flows

2.25 hours

h) Side water depth minimum (up to

top of weir)

3.0 m



i) Slope of hopper bottom I V to 12 H

j) Weir loading at avg. flow + other

flows (not to exceed)

150 m3/day/m

k) Weir loading at peak flow + other

flows (not to exceed)

370 m3/day/m

l) BOD 3 @27 ˚C removal in PST

(min)

40 %

m) Suspended solids removal in

primary settling tank (min)

60 %

n) Solids concentration in primary

sludge

5 %

Note:

a) All piping/channels and launder of primary

settling tank shall be designed for peak flow

including any other flows as per layout plan

with minimum velocity of 0.6 m/sec at

average flow.

b) All peripheral launder of primary settling

tank shall be designed for peak flow with

velocity of 0.9 m/sec and any other flow as

per layout plan.

c) Free Board of peripheral launder (minimum) 0.5 m

d) Free fall in peripheral launder /trough with

respect to weir crest (bottom-most portion of

V Notch).

50 mm

Aeration Tank



c) Number of tanks One tank with two

compartments to deal

with avg. flow plus all

other flow as per

layout plan.

d) Detention time at average flow

+ 25% of avg. flow return

sludge + all other flows as per

layout plan.

Six hours minimum

f) Kg BOD 3 27°c loading/m3 of 0.3 – 0.6



tank volume (check)

g) MLSS in aeration tank 2000 mg/1

h) MLVSS in aeration tank 80% of MLSS

i) Food to micro-organism ratio

(F/M)

(i.e. kg BOD5 @ 27°C/kg

MLVSS)

0.2-0.4

j) Sludge age (θc) minimum 10 days

k) Free board above TWL 1.0 m

l) Oxygen requirement 1 kg O2 /kg of BOD 3 @

27° c removed

m) Oxygen transfer required at

standard condition (min)

2.0 Kg/ kW. Hr.

n) Dissolved oxygen to be

maintained in the aeration tank

(minimum)

1.5 mg/1

o) Field transfer rate of aerators

(minimum) FTR

1.22 kg O2/KWhr

p) Mixing requirement of KW 0.015-0.026 KW/m3

All other flow reaching the tank as per layout plan shall be considered in the design.

Secondary Settling tank



c) Number of circular tanks & their

capacity requirement

Two units each to deal with

25.5 mld flow + return

sludge + filtrate +

supernatant + excess sludge.

[as per layout plan]

d) Surface loading (effective) at

average flow + all other flows +

return sludge.

28 m3/day/m

2

e) Detention time excluding hopper

bottom volume but including

other flows (minimum)

2 Hours

f) Side water depth (minimum) up

to top of weir

3.5 m

g) Hopper bottom slope 1 V to 12 H



h) Weir loading at avg. flow + other

flows (by providing weirs as

required).

Upflow velocity near weir at

average flow (not to exceed)

185-370

7

m3/day/m

m3/hour/m

i) Solids concentration in

secondary sludge

1%

j) Solids loading rate at average

flow based on MLSS

70-140 kg/day/m2

k) Solids loading rate at peak flow

based on MLSS (not to exceed)

210 kg/day/m2

a) All pipes/channel to secondary settling tanks

shall be designed for peak flow including other

flows as per layout plan

b) All weir and troughs of secondary settling tanks

shall be designed for peak flows as per layout

plan with velocity of 0.9 m/sec.

c) Free board (minimum) 0.50 m

d) Free fall in peripheral launder /trough with

respect to weir crest (bottom-most portion of V

Notch).

0.05 m

Digesters

a) Raw sludge (primary + secondary)

solids concentration

4 %

b) Volatile solids 50%

c) Specific gravity of raw sludge 1.07

d) Volatile solids destroyed during

digestion (min)

60 %

e) Temperature of digestion 30 °C

f) Detention time for digestion @ stated

Temperatures

Addl. HRT for monsoon period

30

15

days

days

g) Solids concentration in digested

sludge

8 %

h) Number of units required 2 nos.

i) Solids loading 0.75 kg VSS/day/m3



j) Bottom hopper slope 1 V to 4 H

k) Mixing system Gas

mixing

unconfined

l) Gas flow required for gas mixing

Compressor operating capacity

0.005

1

m3/m3.min(min)

m3/hr.m

2 (min)

m) Velocity gradient 50-80 Sec-1

n) Sludge circulation velocity 0.05-0.10 m/sec

o) Power level to be maintained 5 Watts/m3 (min.)

p) Gas lances required 15-35 Sq. mt / No.

Gas Holder

a) Gas production in sludge

digester

0.9 m3/kg of VSS

destroyed

b) Gas is to be utilized in

plant.

Future (not in

present contract)

c) Storage capacity of gas. 1 day

d) Gas to be burnt 100%

e) Number of units required 2 nos

Sludge Drying Beds

a) Preferred size of each bed. 20 m x 20m

b) Depth of digested sludge

application on the drying beds.

0.3 m

c) Cycle time of drying including

restoring to original state of

original state of bed.

12 days

d) Solids concentration of dried

sludge prior to application on

bad.

8 %

e) Moisture concentration of

dried sludge amenable for

spading and carting away.

40 % at 40 ºC

f) Standby beds required 2 nos.



Raw sludge pumping station

a) Sludge concentration 5 %

b) Specific gravity of sludge 1.07

c) Actual pumping hours for

sludge pumping per day

As required hrs/day

d) Minimum diameter of pumping

main to avoid chock age.

200 mm

e) Hydraulic Retention Time for

raw sludge during maximum

concentration of 2000 mg/l at

peak flow

2 hour

f) SWD for storage sump below

pipe invert level

2 m

Return sludge pumping station

a) Quantity of return sludge Up to 75% of avg. Flow + excess

sludge

b) Concentration of solids in

return sludge

1 %

c) Hydraulic Retention Time

for return sludge during

normal rate of pumping

(25%)

1 hour

d) Specific gravity of return

sludge

1.02

e) Minimum diameter of

pumping main to avoid

chock age.

200 mm

f) SWD for storage sump

below pipe invert level

2 m

Filtrate pumping station

a) Solid concentration in filtrate 200-300 mg/1

b) Minimum diameter of

pumping main

150 mm

c) SWD for storage sump below

pipe invert level

2 m



Pipeline

a) Pipeline for Main plant by pass from inlet chamber to final disposal point

b) Pipeline from distribution chamber ahead of PST to main plant bypass

c) Pipeline from distribution chamber ahead of aeration tank to main plant

bypass

d) Treated effluent pipeline from SST to common collection chamber and

pipeline from common collection chamber to final disposal point

e) Channel From inlet chamber to screen chamber

f) Channel from Screen chamber to grit chamber.

g) Channel from Grit chamber to parshall flume.

h) Pipeline from distribution chamber of PST to PST Central feed well

i) Pipeline from PST outlet to distribution chamber of aeration tank

j) Pipeline from outlet of Aeration Tank to of central feed well SST

k) Washout for aeration tank shall be provided and connected to bypass line

for emptying the unit by gravity with a minimum size of 450 mm dia DI,

K-9 class pipeline with valve of same size

All above channels/ pipeline shall be designed for peak flow including all other flow as per layout

plan. Maximum velocity shall be limited to 1.5 m/sec for bypass. Velocity at average flow shall not be

less than 0.6 m/sec for interconnecting units/chambers and shall not exceed 1.35 m/sec at peak flows.

Minimum velocity of 1.5 m/sec shall be maintained to prevent solids deposition and clogging of

pipeline for sludge carrying/conveying pumping mains.

3. Process description

3.1 General :

Average flow. …. . 51.00 MLD.

Peak flow………………………….. 114.75 MLD.

3.2 Inlet chamber: Inlet chamber of suitable size shall be constructed at the location, shown in the

layout plan. Sewage into inlet chamber shall be received through 1 no. 1100 mm Rising main from the

pumping station located outside the plant about 1 km. toward town, which is under construction.

Tentative sizing and RLs of inlet chambers are given below.

Hydraulic retention time………… 60 seconds at peak flow of 114.75 MLD.

Size……………………………… 6.50 m. x 4.50 m. x 3.00 m depth

Nos……………………………… 1

Floor level………………………. RL. 127.90 m.

Top water level…… ……………. RL. 130.90 m.

Free board………… ……………. 0.30 m.

Chamber top level……………….. RL. 131.20 m.

Platform/Passage top level… . ….. RL. 131.35 m.



Size of opening for inlet pipe…….. suitable for 1300 mm dia. PS pipe

Size of opening for plant bypass…. suitable for 1300 mm dia. RCC NP-4 pipe

Size of plant bypass gate……….… as required (C.I. SLUICE GATE with

penstock)

Size of opening at outlet side…….. as required.

Nos. of openings………………….. 2 nos.

Size of gate on this opening…… as required (C.I. SLUICE GATE with

penstock)

The inlet chamber shall be provided with required number of DI puddle collars both ends

flanged with creeping flange at middle of wall. This is to be fixed while concreting of inlet chamber

under progress. Necessary precaution shall be taken to avoid leakage. Necessary C.I. GATES shall be

provided to plant bypass exit, at inlet chamber. Necessary platform / passage at upper level (R.C.C.

construction) shall be made to locate the penstock for gate operation and inspection purpose.

Plant bypass shall be designed for peak flow carrying the sewage and ultimately disposed into

the existing culvert on natural drain outside the plant premises. Primary treatment units Bypass after

the preliminary treatment units and Secondary treatment units, a bypass after the primary settling

tank, i.e. before the aeration, shall be provided as shown in the layout plan and as directed by engineer

in charge. All bypass lines and pipe carrying treated sewage (excluding sludge & interconnecting

treatment units) shall be of R.C.C. NP4 class pipe. Pipe carrying raw sewage for treatment, i.e. inlet

and outlet of PST & SST, shall be of R.C.C. NP4 class.

Pipe from SUDGE DIGESTER to each SLUDGE DRYING BEDS shall be of 300 mm. Dia.

minimum D.I. K-9 class. Filtrate collected beneath sludge drying beds shall be conveyed from each

SLUDGE DRYING BED to FILTRATE PUMP HOUSE (FPH) through 300 mm. Dia. R.C.C. NP4

class pipe. From FPH, filtered sludge shall be carried to DISTRIBUTION CHAMBER after Parshall

Flume to recycle the sewage and assure zero discharge of raw sewage. No sewage shall be let out

without treatment. Supernatant from sludge digester shall be conveyed to distribution chamber of PST

by gravity only.

2.2 ELEVATED BAR SCREEN CHAMBERS

An elevated channel 2 Nos. having peak flow capacity of 114.75 MLD each, shall be

constructed in R.C.C. M-25 grade. An upstream channel of minimum 6.0 m. length and downstream

channel of minimum 3.0 m. length. Shall be provided before and after the screen chamber. The peak

flow velocity in the channel shall be around 0.80 m/sec and velocity at average flow shall not be less

than 0.60 m/sec. The channel shall be adequately widened to accommodate the screens. Indicative

sizing of the channel and bar screen is tabulated below.

Channels

Size (u/s channel)…………… 1.50 m width x 1.20 m. depth

Size (d/s channel)…………… 1.50 m width x 1.20 m. depth

Nos…………………………. 2

Floor level…………………… RL. 129.55 m.

Top water level (u/s channel)… RL. 130.75 m.

Top water level (d/s channel)… RL.depending up on the headloss

Free board………… ………… 0.30 m. minimum



Channel top level…………….. RL. As required

Platform/Passage top level…… RL. As required by screen mechanism supplier

Screen Chambers

Type of screen………………… MECHANICAL INCLINED BAR

SCREEN.

Size of chamber including bars.. 1.50 M. width x 2.0 m. length of screen bar

Bar section…………………… tapered 75mm x 10mm th. (10 th at front &

8 th. at rear side)

Nos of screens………………... 2

Size & nos of openings………. 12 mm clear size on rear side & nos. as rqd.

Floor level……………………. RL.129.33

Top water level (u/s of screen)… RL.130.75

Top water level (d/s of screen)… RL. Depends up on the headloss

Chamber top level……………… RL. According to screen mechanism details

Platform/Passage top level… . … RL. According to screen mechanism details

Velocity criteria through BAR SCREEN Maximum velocity through bar screen 1.20 m/sec.(preferably about 0.80 m/sec.)

Minimum velocity through bar screen 0.60 m/sec.(at average flow.)

Minimum velocity through bar screen 0.30 m/sec.(at minimum flow.)

Mechanism of Bar Screen

Minimum 200 mm of depression shall be provided between the u/s channel floor level and

screen chamber floor where the screen bars are fixed. Suitable floor slope shall be provided at u/s and

at d/s channel.Suitable mechanical inclined bar type screen shall be provided. Screen shall be

comprising screen bars made out of 75 mm x 10 mm thick (at upstream side) x 8 mm at downstream

side M.S. Flats with 12 mm clear opening between the bars at downstream side (10 mm at upstream

side) and rake getting engaged at the bottom of the bars and disengaging at the top of the bars thus in

the process of removing the screenings. The rake will have spring loaded action for cushioning and

providing feathering action over the materials stuck in the bars. Stroke of the raking mechanism can

be adjusted. Rake will be driven through worm gear drive with 1440 RPM and of required HP motor.

Fasteners and anchor bolts shall be in M.S. galvanized construction.

2.3 ELEVATED GRIT CHAMBER

Hydraulic retention time…… 60 seconds at peak flow of 57.375 MLD per tank.

Nos………………………………... 2+1 standby total 3 nos.

Hydraulic retention time… 60 seconds at peak flow of 57.375 MLD per tank.

Settling velocity…………. 2.0 cm/sec. Maximum.

Constant horizontal velocity 15 to 30 cm/sec

Size………………………… 8.0 m. x 8.0 m. x 1.45m.depth

Nos………………………… 2 working + 1 standby (total 3 nos.)

Floor level…………………. RL. 128.90 m.

Top water level…… ………. RL. 130.35 m.

Free board………… ………. 0.45 m. minimum

Chamber’s sidewalls top level-RL. 130.80 minimum (parallel to flow direction)

Inlet deflector top level…… According to grit mechanism details

Outlet wall top level……… As required

Platform resting grit mechanism According to grit mechanism details



Passage top level………… As required

Nos of gates……………… 3

Bottom level of gate……… As required

Size of gates…….. ……… As required

Three grit chambers each having capacity of 57.375 MLD flow shall be designed to remove

100 % percent grit particles of 0.15 mm diameter having specific gravity of 2.45. The container wall

depth at outlet side shall not be less than 1.20 M. (diff. Between wall top and floor level). The bottom

300 mm. depth of the grit chamber shall be made circular by casting P.C.C at all corners. Outer

corners of the square grit chamber shall be sloped towards center. One no. C.I. penstock gates at the

inlet side of each grit chamber shall be provided for isolation purpose. Necessary platform at all levels

for operation of GATES, resting GRIT REMOVAL MECHANISM, with suitable R.C.C. stair for

access shall be provided. All platforms/passages shall be provided with GI. PIPE & POST RAILING

to both sides.

The flow from the screen chamber shall be allowed into the grit chamber for removal of grit

matter. The flow into the grit channel will be received through the main channel coming out from the

screen chamber. Individual flow distribution inlet channel to the grit chamber shall be tapered. The

grit chamber shall be square detritus type with central scrapping mechanism for removal of grit. The

out flow from the grit chamber shall be from an over flow weir into the outlet channel, which shall be

tapered. Grit shall be collected through one pocket at suitable location of the chamber and by means

of rake type classifier mechanism in mild steel, epoxy painted; grit shall be washed & discharged into

hopper, which shall be received in a trolley. The organic return pump with suitable motor shall return

the organic matter, at inlet side of the grit chamber.

The central drive shall be made up of worm gears of suitable torque and driven by 1440 rpm

motor of required hp. Suitable drive shaft (pipe shaft) shall be connected with the drive at the top and

shall have guide arrangement at the bottom end. Three nos. of scrappers shall be connected with the

drive shaft at the lower end. Each scrapper shall span the radius of the tank and shall be spaced at 120

degree intervals. Scrapper/raking plate with scooping arrangement at the outer end of the scrapper

shall push the grit towards the openings on the classifier sidewalls at the bottom. The grit shall thus be

pushed to the classifier bottom through the openings in sidewalls. The drive shall be provided with

mechanical shear pin arrangement for overload protection.

The grit chamber works on velocity principle and shall be so designed that only the grit settles

down and organic materials overflows out for further treatment. The velocity in the chamber thus has

to be uniformed and the uniform flow shall have to be maintained at the inlet side of the grit chamber

(detritor). Diffusers at inlet side shall be adequately provided at equidistant, vertically aligned with

central bar embedded and extending from floor up to the chamber top. Necessary arrangement shall

be provided to rotate the diffuser in horizontal plane and thereby shall permit required angle settings.

Diffusers shall be of uniform shape and factory made precast R.C.C. construction covered with steel

sleeve all around. Necessary R.C.C. beam/platform shall be provided to regulate the diffuser from

chamber top.



The classifier mechanism shall comprise of reciprocating rake driven by a gear drive fitted

with 1440 rpm and of required HP motor. The gear motor shall provide rotating motion to link

mechanisms that will convert the rotating mechanism to reciprocating raking action. The reciprocating

travel and continuous scooping washes the grit in the classifier and in the process the grit is delivered

from the top of the classifier through a chute for further disposal. Organic Return Pump returns the

washed organic liquor lying in the classifier back to the detritor collection chamber. The classifier

drive shall be provided with mechanical shear pin arrangement for overload protection. There shall

not be moving parts or bearings under the water so that maintenance required becomes minimal.

Flow measuring channel

The outlet channel emerging from the grit chamber shall have necessary arrangement to

observe the discharge ranging from 3.0 MLD to 166.20 MLD with help of parshall flume. The flume

shall be designed for peak flow capacity of 114.75 MLD. A straight uniform channel of minimum 6.0

m. length u/s to flume and minimum 3.0 m. length d/s to flume shall be provided. The throat width of

the flume shall be 1200 mm with required convergent and divergent cone sections. Necessary

platform at suitable levels with M. S. post and G.I. PIPE railing in three rows shall be provided for

inspection purposes with necessary staircases. Dimension of the parshall flume are given below.

Parshall Flume

Length of u/s channel………… 6.00 m. minimum

Length of d/s channel………… 3.00 m. minimum

Throat width of flume………… 1.20 m. minimum

Convergent & divergent cone… as required.

Distribution Chamber Size ……………………………as required

Top water level ………………. 129.30 m. maximum

Floor level ………………………as required

Throat width of flume……………1.20 m. minimum

Convergent & divergent cone……as required.

Bypass line RCC NP4……………1100 mm dia.

Pipe to PST RCC NP4……………800 mm dia.

Nos of CI sluice gates…………….3 nos of required size

Distribution chamber for primary settling tank

There shall be a distribution chamber after parshall flume from which bypass pipe with C.I.

penstock gate, having peak flow capacity of 114.75 MLD and connected to plant bypass TRUNK

SEWER at the location shown in the layout plan shall be provided.

Distribution Chamber Size ……………………………as required

Top water level ………………. 129.30 m. maximum

Floor level ………………………as required



Throat width of flume……………1.20 m. minimum

Convergent & divergent cone……as required.

Bypass line RCC NP4……………1100 mm dia.

Pipe to PST RCC NP4……………800 mm dia.

Nos of CI sluice gates…………….3 nos of required size

Also, a separate pipe for each PST, of RCC NP4 class from the Distribution chamber shall be

provided which will discharge into central pier of PRIMARY SETTLING TANK (PST) as shown in

layout plan. The top level of Distribution chamber shall be extended up to the top level of Parshall

flume. The flow shall be diverted equally through pipeline into the PST as shown in layout plan. CI

Penstoke gates to both these pipe exit at distribution chamber shall be provided. All necessary R.C.C.

platform for operating total three nos. of sluice gates shall be provided at suitable levels. Required

R.C.C. passages with hand-railing etc. shall also be provided as per the detailed approved drawing and

as directed by engineer in charge.

Primary settling tanks (pst)

Two numbers, circular R.C.C. PST shall be provide which shall be designed for an total avg.

flow of 51.00 MLD and flow of filtrate from sludge drying beds and supernatant from sludge digester

and excess sludge. Indicative sizing with RLs is given below.

Hydraulic retention time……… 2.25 Hours at average flow plus other returned flows

Size…………………………… 31.50 m. dia. x 3.20 m.depth of side water

Nos…………………………… 2 nos.

Inner dia of RCC central inlet pier. 2.50 m.

Inner dia of central feed well…… 5.00 m. to 5.50 m. (i.e. FRP deflector box)

Floor level at side wall base……. RL. 125.90 m.

Floor slope toward center………. 1 : 12

Free board………… …………… 0.50 m. minimum

Top water level of tank…… . ….. RL. 129.10 m.

Top water level of launder ……… RL. 128.95 m. maximum

Top of wall………………………. RL. 129.60 m.

Type of launder………………….. Double weir type

Central pier bottom level………… RL. 123.17 m.

RCC Central pier top level………. As required (minimum RL 129.90 m.)

In calculating detention period, the volume of hopper bottom shall not be considered. The

hopper bottom slope shall be 1 vertical to 12 horizontal towards center. The RCC NP4 feeder pipe

from distribution chamber shall enter in bottom of settling tank and terminate into central feed well.

Required openings of suitable size in the inner face of the central pier shall be provided the central

pier shall extend above TWL so that the scrapper bridge mechanism can easily be installed. Entry port

shall be submerged 0.3 m to 0.6 m below TWL. A platform all around the central pier shall be

provide. The diameter of central feed well shall be 15 % of the diameter of PST, this shall extend 25

mm below maximum TWL and 1.5 m below maximum TWL. The central feed well shall be made of

GRP plates of minimum 8 mm thickness. Deflector box shall be hung from the central pier.



Peripheral launder of each settling tank shall be designed for peak flow of 114.75 MLD while

designing the peripheral launder half the peak flow shall flow in clockwise direction and half shall

flow in anticlockwise direction, meeting at a point on periphery and flow shall be from upstream to

downstream of the 0.75 m. velocity in the launder shall be minimum of 1.0 m/sec at peak flow. Free

fall from the launder shall not be less than 50 mm with respect to launder crest. Effluent from the

peripheral launder shall be collected at outlet of the settling tank from where through chamber it shall

be conveyed to distribution chamber of the aeration tank.

A series of 90° FRP V Notch shall be provided all along around the periphery of the weir for

uniform distribution of flow. Thickness of FRP plate shall be minimum of 6 mm. The height of the V

notch shall not be lass then 75 mm. Clearance between two V notch at top shall not be less then 50

mm. Bottom of the V notch shall be minimum 25 mm. Above the crest of the trough. It should be

possible to adjust the V notches within the range of 50 mm. V notches shall be fitted on weir by

providing rag bolts made of stain less steel.

Scum skimming arm shall be provided to remove the scum. Scum shall be collected and

discharged into a hopper, provided at the periphery of the settling tank. The scum shall be collected by

means of 300-mm. dia. D.I. pipe provided with a sluice valve into a sump constructed outside the

primary settling tank. Peripheral FRP scum baffle, which shall extend 150 mm. above TWL & 450

mm. below TWL, shall extend 450 mm. ahead of launder. Thickness of FRP baffle shall be 6 mm.

Appropriate disposal arrangement shall be made.

A C.I. telescopic sludge draw-off valve of 300 mm dia. shall be provided. The sludge

deposited at the bottom of the settling tank shall be collected in the sump provided near the

mechanism by scrapper mechanism. The scrapers shall be hung from the bridge and shall have

neoprene squeezes at the lower end for matching the slope. Slip ring collector shall be provided over

central bearing at central point for current distribution to traction drive. All parts of the mechanism

shall be sand blasted and epoxy painted. Peripheral driven PST mechanism suitable for the

designed/approved tank size, comprising half bridge of 1.0 m. width with chequered plates and

handrails, supported on central pier top at central end on center pivot bearing and driven by traction

drive fitted with mild steel wheels at peripheral end shall be provided. Groove for the traction on the

periphery of the PST wall for the moving of the nylon tyred wheels shall also be provided. Traction

drive shall be driven by 1440 rpm and of required HP MOTOR. The sludge from the sump shall be

hydrostatically withdrawn by means of D.I. pipeline of diameter not less than 300mm. This pipeline

shall be provided in the chamber constructed near PST. Tee shall extend 0.6 m above TWL. The

sludge shall be withdrawn and carried to sludge sump of raw sludge pump house. A bridge shall be

provided to have access to the central rotating mechanism. All necessary arrangement for resting the

MOTOR for driving the scraper bridge, M.S. sections for running the cables etc. shall be provided.



Bypass from distribution chamber of aeration tank:

A bypass channel of suitable size having peak flow capacity of 114.75 mld shall be

constructed from distribution chamber of aeration tank to plant bypass. A penstock gate of suitable

size shall be provided at the opening for the bypass.

Aeration tank :

The secondary treatment shall be based on conventional activated sludge process consisting

of aeration tank with conventional surface aeration system. Two nos. rectangular aeration tank shall

be provided and designed for total-average flow of 114.75 mld capacities plus flow of 25% return

sludge, flow of supernatant, filtrate & excess sludge. The flow into the aeration tank shall be received

through the distribution chamber ahead of aeration tank. Penstock gates of suitable size shall be

provided to control flow to feed channels of AERATION TANK. Sizing with RLs is given below.

Hydraulic retention time…… 6.0 Hours minimunm at average flow plus other

returned flows

Size………………………… 36.00 m. x 72.00 m. x 3.15 m.depth at TWL

(inlet side)

Nos………………………… 2 nos.

Free board………… ……… 1.00 m.

Top water level of tank(TWL)… RL. 128.45 m.

Top of side walls……………… RL. 129.45 m.

Top of central common wall ..… RL. 129.95 m.(minimum)

Top of aerator platform………… RL. 129.95 m.(minimum)

Top of all passages……..……… RL. 129.95 m.(minimum)

Floor level at inlet side wall …… RL. 125.30 m.

Floor slope toward outlet side wall. as required

Top water level of inlet launder …. RL. 128.60 m. (minimum)

Top water level of outlet launder … RL. 128.30 m. (maximum)

Aerators of required H.P (total) in multiple of four for proper distribution of oxygen (air) shall

be provided the aeration tank, which shall be supported on RCC platform supported on columns &

beam, shall be accessible by means of 1200 mm wide walkway. The aeration tank shall be divided

into 2 compartments each with suitable sections shall be provided with aerators of suitable H.P As per

the tentative design 16 nos. of surface fixed type aerators each of 25 HP is worked out. Each radial

flow low speed aerator shall comprise:

Suitable HP electric motor, 1440 rpm, TEFC type, IP 55 PROCTECTION, CLASS F

insulation, vertical flange mounted. Aerator duty HELICAL GEAR BOX with service factor of 2,

drywell arrangement on output shaft to make it oil leak proof, integrally cast MOUNTING BLOCKS

WITH CASTING to facilitate aerator cone immersion adjustment in water. AERATOR CONE of

appropriate technical design statically balanced along with DRIVE TUBE in mild steel, sand blasted

epoxy painted construction. Cone speed shall be nearly 55 rpm and shall not exceed 60 rpm.

MOUNTING STUDS and FASTENERS shall be in mild steel galvanized construction.

After aeration flow shall discharge over outlet which shall be provided with adjustable FRP

weir to adjust the TWL in aeration tank within range of 100 mm. At the outlet end, suitable baffles of



adequate size shall be provided to dampen the waves in tank due to aerators. From the outlet weir

which shall be adjustable type the mixed liquor shall flow into a common channel from where main

channel shall be taken to distribution chamber of secondary settling tanks. Some portion of activated

sludge shall be returned to the inlets of each of two compartments of the aeration tank through D.I.

pumping main of suitable diameter. This shall run parallel to the wall of the aeration tank & shall be

provided with necessary cross connections, bends & sluice valve to control the return of activated

sludge into each section of aeration tank. For washout/ scour purpose 450 mm dia pipe with valve of

same size with necessary valves and chamber for each compartment up to plant bypass line by gravity

flow shall be provided.

Distribution chamber for secondary settling tank:

The mixed liquor from outlet of the aeration tank shall be distributed into secondary settling

tank through distribution chamber. The distribution chamber shall be provided with two nos. C.I.

penstock gets of suitable size for dividing & isolating the flow to the secondary settling tank.

Secondary Settling Tank:

Two numbers, circular secondary settling tank with shall be designed for a total average flow

of 51 mld plus return sludge of 25% of the average flow, flow of filtrate from sludge of drying beds,

supernatant from sludge digester and excess sludge. In calculating detention period, the volume of

hopper bottom shall not be considered. The hopper bottom slope shall be 1 vertical to 12 horizontal

towards center. Indicative sizing with RLs is given below.

Hydraulic retention time……… 2.00 Hours minimum at average flow plus other

returned flows

Size…………………………… 35.00 m. dia. x 3.50 m.depth of side water

Nos…………………………… 2 nos.

Inner dia of RCC central inlet pier.. 2.50 m.

Inner dia of central feed well…. 5.00 m. to 5.50 m.

(i.e. FRP deflector box)

Floor level at side wall base…. RL. 124.45 m.

Floor slope toward center……. 1 : 12

Free board………… ………… 0.50 m. minimum

Top water level of tank………. RL. 127.95 m.

Top water level of launder …… RL. 127.80 m. maximum

Top of wall…………………… RL. 128.45 m.

Type of launder……………….. Double weir type

Central pier bottom level………RL. 121.53 m.

RCC Central pier top level…… As required (minimum RL 128.75 m.)

In calculating detention period, the volume of hopper bottom shall not be considered. The

hopper bottom slope shall be 1 vertical to 12 horizontal towards center. The RCC NP4 feeder pipe

from distribution chamber shall enter in bottom of settling tank and terminate into central feed well.

Required openings of suitable size in the inner face of the central pier shall be provided the central

pier shall extend above TWL so that the scrapper bridge mechanism can easily be installed. Entry port

shall be submerged 0.3 m to 0.6 m below TWL. A platform all around the central pier shall be

provide. The diameter of central feed well shall be 15 % of the diameter of PST, this shall extend 25



mm below maximum TWL and 1.5 m below maximum TWL. Deflector box shall be hung from the

central pier.

Peripheral launder of each settling tank shall be designed for peak flow of 114.75 MLD while

designing the peripheral launder half the peak flow shall flow in clockwise direction and half shall

flow in anticlockwise direction, meeting at a point on periphery and flow shall be from upstream to

downstream of the 0.75 m. velocity in the launder shall be minimum of 1.0 m/sec at peak flow. Free

fall from the launder shall not be less than 50 mm with respect to launder crest. Effluent from the

peripheral launder shall be collected at outlet of the settling tank from where through chamber it shall

be conveyed to distribution chamber of the aeration tank.

A series of 90° FRP V Notch shall be provided all along around the periphery of the weir for

uniform distribution of flow. Thickness of FRP plate shall be minimum of 6 mm. The height of the V

notch shall not be lass then 75 mm. Clearance between two V notch at top shall not be less then 50

mm. Bottom of the V notch shall be minimum 25 mm. Above the crest of the trough. It should be

possible to adjust the V notches within the range of 50 mm. V notches shall be fitted on weir by

providing rag bolts made of stain less steel. A C.I. telescopic sludge draw-off valve of 300 mm dia.

shall be provided.

The sludge deposited at the bottom of the settling tank shall be collected in the sump provided

near the mechanism by scrapper mechanism. The scrapers shall be hung from the bridge and shall

have neoprene squeezes at the lower end for matching the slope. Slip ring collector shall be provided

over central bearing at central point for current distribution to traction drive. All parts of the

mechanism shall be sand blasted and epoxy painted. Peripheral driven SST mechanism suitable for

the designed/approved tank size, comprising half bridge of 1.0 m. width with chequered plates and

handrails, supported on central pier top at central end on center pivot bearing and driven by traction

drive fitted with mild steel wheels at peripheral end shall be provided. Groove for the traction on the

periphery of the PST wall for the moving of the nylon tyred wheels shall also be provided. Traction

drive shall be driven by 1440 rpm and of required HP MOTOR. The sludge from the sump shall be

hydrostatically withdrawn by means of D.I. pipeline of diameter not less than 300mm. This pipeline

shall be provided in the chamber constructed near PST. Tee shall extend 0.6 m above TWL. The

sludge shall be withdrawn and carried to sludge sump of raw sludge pump house.

A bridge shall be provided to have access to the central rotating mechanism. All necessary

arrangement for resting the MOTOR for driving the scraper bridge, M.S. sections for running the

cables etc. shall be provided.

Treated sewage from the secondary settling tank shall be discharged into chamber and a

pipeline leading to final disposal point.

Sludge digester:

Two digester each of requisite effective capacity (below the TWL) shall be provided with

steel dome. TWL shall be at the bottom of the ring beam. Bottom hopper shall have slope of 1 vertical

to 4 horizontal.



Size…………………………… 21.00 m. dia. x 11.00 m. ht.of side wall excluding

dome with unconfined gas mixing

Nos…………………………… 2 nos.

Floor slope toward center……. 1 : 4

Each digester tank shall be provided with DI/ C.I piping, specials, equipment etc. as per

requirement of design. Minimum of the 200-mm. dia. D.I. sludge feeder main from top with sluice

valves to individual digesters.

Sludge withdrawal D.I pipeline shall be of minimum 300 mm diameter. The pipeline shall be

provided with necessary valves and fitting as required. The pipeline shall start from the center of the

hopper portion. It shall be connected with the RCC overflow chamber provided below ring beam

level. Down take pipe of min 300-mm. diameter from this chamber to sludge drying beds shall be

provided. One sluice valve with ‘Y’ shape tee connection having blank flanges shall also be provided

in the sludge withdrawal pipeline for each digester for back pressure application/rodding for opening

of chockages etc. The RCC overflow chamber as stated above shall be used for sludge withdrawal and

second portion for supernatant withdrawal. Necessary bends, valve, fitting etc. shall be provided.

Supernatant withdrawal D.I. pipeline 200 mm (min.) diameter with ring for adjusting the levels shall

terminate into the overflow chamber below the ring beam of the digesters and from this chamber

another down take pipe of min 300 mm diameter shall be connected to a common header which leads

to the distribution chamber of primary settling tank. Necessary bends/specials valves shall be

provided.

C.I. gas line of minimum 150 mm diameter with a pressure gauge on the top of digester shall

be provided with gas tight/gas leak proof valves of standard make (as per details of E&M

specifications). It shall be connected to a common header of minimum 150 mm leading to the

gasholders. The C.I. pipelines shall be provided with drip traps at suitable elevations. The grip traps

shall be provided with suitable disposal arrangements.

Each digester shall be provided with inspection manhole suitably located on the dome and

having removable covers and shall be leak proof.

Two-manhole opening of 1.2 m dia each shall be provided in the vertical wall just above

formation level. The mixing of digester contents shall be done by injection compressed gas drawn

from the gasholder. The digester shall work as constant level tanks. Whenever fresh sludge is added,

equal quantity of supernatant & sludge shall overflow. The digester shall be tested both

hydraulically as well as pneumatically with compressed air to withstand a pressure of 250 mm water

gauge to ensure no leakage of gas.

Gas holder (single stage bell) :

There shall be two wet seal gas holder of suitable effective gas holding capacity. Volume is

calculated from TWL in RCC tank during raised position to the springing level of bell. In calculating

the effective capacity the volume of dome portion of bell shall not be considered. The volume location

shall consist of the following.



Size……………………… 17 m dia, 6 m ht. excluding dome portion

Nos……………………… 2 nos.

A circular RCC tank of adequate diameter and height to accommodate ladder between steel

bell and RCC wall shall be provided with RCC floor, partly below ground level. In raised position of

steel bell the top water level in RCC tank shall be 500 mm above the bottom of the bell. A free board

of 500 mm above TWL in RCC tank shall be provided the RCC tank shall have a walkway all around

the tank. A balcony of 1.5 m x 1.5 m with a staircase shall be provided.

A steel bell of circular cylindrical shape for gas storage shall be provided. The gasholder shall

be having gas inlet & outlet pigpens. Control valves, vacuum and pressure relief valve with flume

arrestors.

There shall be a C.I. gas header coming from digester to feed the gasholder tank. Provision

shall be made for burning the gas by connecting gasholder outlet pipeline to the burner. Connection

from outlet shall also be made to compressor to compress gas. The compressed gas shall be supplied

to different digester through main/branch pipelines for mixing of digester content. Adequate number

of valves shall be provided as required for control. The outlet pipe from gasholder shall also supply

sewage gas to compressors to run the burner/ dual-fuel engine. Outlet from gasholder shall have

adequate diameter to serve the above requirement.

The entire control valve provided for gas holder shall be housed inside chamber at suitable

elevation from formation level. Drip traps shall be provided on gas lines entering into and coming out

from gasholder with suitable draining arrangements at suitable elevation.

The gasholder shall be provided with RCC open stepped staircase to have access from the

formation level up to the top RCC tank of the gasholder. At the top of the RCC wall of the tank,

platform and a balcony with G.I. vertical pasts one meter high suitably spaced along the periphery of

the tank. Necessary water connection for filling RCC tank of gasholder shall be provided by the

department near the tank. The contractor shall provide necessary arrangement for filling the tank. The

gasholder shall also be provided with PVC sheet fixed on one of the guide girder of the gasholder.

The PVC sheet shall have graduations marked, to indicate the level. An alarm system shall also be

provided.

Necessary opening of size 1.2 m dia in the vertical wall at the formation level for clear access

to gasholder.

An overflow pipe at suitable elevation having adequate diameter shall be provided and

connected to nearest natural drain.

Gas meter : The gas flow meter having adequate capacity of reputed make as approved by the

department for measuring gas shall be provided and installed in the digester control room.

Gas burner: Adequate number of gas burners (minimum 2 nos.) Shall be provided to burn all the gas

generated in one day.



Sludge drying beds : Suitable no. of drying beds shall be provided for the open drying. The size of

each bed shall be 20m x 20m. The filter media shall consist of the following:

First layer from top 255 mm thick clean coarse sand having effective size of 0.5 to

0.75 mm and uniformity coffle cient not more than 4.0

Second layer 75 mm thick of 25 mm size broke stone metal.

Third layer 75 mm thick 32 mm size broken stone metal

Fourth layer 75 mm thick of 75mm broken stone metal

Bottom layer 150 mm of 100-150mm stone soling.

Size…………… 20.00 m. x 20.00 m. in plan (Brick Masonry Construction)

Nos…………… 14 nos.

The under drainage system shall consist of brick masonry lateral drain at 6 m c/c of suitable

size and slope. the filtrate collection shall be carried into a central covered drain connected to a

chamber outside the bed. This chamber shall and lead eventually to the sump of he filtrate pump

house. All the brick chamber in front of each draying bed shall be provided with precast RCC

removable covers with lifting hooks. The brick masonry chambers on the filtrate pipelines shall be

provided at interval of 30 m for inspection and cleaning. The top of the chamber shall be 0.6 m above

formation ground level or road level. Manhole cover with lifting hooks and manhole with necessary

C.I. rungs for access inside the chamber shall be provided.

The sludge feed channel/ pipelines shall be 300 mm dia of cast iron and shall run over the

partition or common walls. Necessary C.I. crosses/tees with valves shall be provided for feeding

sludge in each drying bed. Provision shall be made for walkway to operate the sluice valves. The

brickwork shall be widened at top to provide walking space to operate the sluice valves. The sludge

shall be discharged at the center of each bed over a 75 mm thick precast concrete splash tray of size

1.0 x 1.0m laid on the sand bed. Necessary brick wall enclosure may be provided arums the platform.

The bottom of the sludge drying bed shall be above the ground water table.

Treated sewage line

Common Chamber for collection of treated sewage

Size ………………………… as required.

Top Water Level……………. RL. 127.50 m.

Nos………………………… 1 no.

Treated Sewage Out Let pipe… 1100 mm dia. RCC NP-4 CLASS

CI Sluice gate on Out Let pipe.. 1 no. of required size.

Raw sludge pump house and control room : A raw sludge pumping station and control room for

primary treatment unit shall be provided as shown in layout plan. The pumping station shall have

wet sump and control room. All electrical and mechanical equipment shall be housed in pump house

and control room.

Size of dry well cum wet well …… 14.00 m. diameter

(with central partition wall)

live storage depth ………………… 2.00 m.

Height of dry well portion above GL 4.50 m.

Capacity of HOT crane…………….. 3.00 MT

Nos………………………………... 1 no.



Sludge from primary settling tank shall be withdrawn hydrostatically from the DI pipeline and

will be collected in the wet sump of pump house. The sludge will be pumped into the digesters

through D.I. pumping main of 200 mm diameter minimum into digester.

Return sludge pump house and control room: Return sludge pump house with control room for

final settling tank shall be provided as show in layout plan. The pumping station shall have wet sump

and dry sump of required size and control room. All electrical, mechanical equipment shall be housed

in pump house & control room.

Size of wet well …….………… 20.00 m. diameter

(with central dry well)

Size of dry well …….………… 8.00 m. diameter

Height of dry well portion above GL.. 4.50 m.

Capacity of HOT crane……….. 3.00 MT

live storage depth …………… 2.00 m.

Nos………………………………... 1 no.

Sludge from secondary settling tank shall be withdrawn hydrostatically into the wet sump of

pump house, from where the sludge will be discharged directly into aeration tank through pumping

main. The excess sludge shall be discharged into raw sludge pump house. The return sludge admitted

into aeration tank shall vary from 25% to 75% of the average flow.

Control Room for Aeration Tank :A Control room of 12 m x 8 m as shown in layout plan shall be

provided. All the necessary control required for operation of aeration shall be housed in the control

rooms.

Control Room for Digester, Gasholder and Gas Mixing arrangements: A control room as shown

in layout plan shall be provided. All controls required for operation of digester, gasholder and gas

mixing equipment shall be housed in this control room.

Filtrate Pump house: A filtrate pump for filtrate from sludge drying bed shall be provided as show in

layout plan. The pumping station shall have wet sump. All mechanical and electrical equipment shall

be housed in this pump house. The filtrate shall be pumped through C.I. pumping main to distribution

chamber ahead of primary settling tank.

Substation Building: A substation building shall be provided as show in layout plan. It shall

consists of following rooms:

1. LT Room

2. HT Room

3. Transformer yard, as required.

Internal roads, Drainage water supply and waste water disposal: Internal roads (approx. 7000 sq

m), culvert wherever required storm water drainage, water supply, sewerage and wastewater disposal

shall be provided. One day of storage of the total water requirement for the plant and service water

shall be provided along with piping and all allied facilities.

Landscape: To add the aesthetic value and nurture the working environment, landscape forms very

important part of the contract. Objective of landscaping is to enhance oxygenation, aesthetic

appearance, creating an environment conducive for plant operators to work efficiently and attend the

filth with minimum odour problem, plants emitting fragrance, and also ease of visitor to inspect all



units. Landscaping shall include planting of suitable trees and development of grassed areas.

Landscaping in general shall meet ecological and environmental conditions of the site. Plants

selected near sludge drying beds shall have shade and fragrance to facilitate the manure removal

personnel. Such fragrant trees ad shrubs include Saptaparni, Kadam, Parijat, Ixora, Champo and

Borsalli. Shrubs like Bougainvillea and Kadvi mehndi shall be selected for fencing around PTU.

Straight trees like Asopalav shall be planted around aeration tank. Boundary of the STP shall be

covered with tall trees like Gulmohar, Neem, Ashoka, Peltophorum, Keshudo, Shirish, Eucalyptus,

Garmalo, Arjun etc. Depending upon the availability of space, trees shall be planted in single, double

to multiple rows in bunch of 5-10 trees. Trees flowering during the same season shall be planted

together, alternating with each other depending upon the flower color.

E.g. Combinations of

1) Peltophorum (Copper pods) and Gulmohar (Begins to flower in May/June)

2) Garmalo and Gulmohar (Both flower in May/June)

3) Keshudo and Garmalo (Both flower in April)

4) Keshudo and Peltophorum (Both flower in May/June)

Road widths shall determine the size of the tree height and spread to be selected for planting.

Trees suitable for local conditions shall be selected. Medicinal and fruit trees shall be

avoided. To enhance aesthetic beauty, herbaceous flowering plants like Cosmos, Coreopsis,

Tagetes (Galgota), Gaillardia etc. shall also be laid. Berm of the PST/SST shall be provided

with grass turfing.

Security Fencing and Gates for Transformer yard :

Security fencing for the STP plot complex and associated works shall be of 2000mm high

with 230/350 mm thick brick masonry, in cement mortar (1:6), with recessed pointing in cement

mortar (1:3), on both the faces. There shall be concrete coping over brick/random rubble masonry

wall and 750 mm high barbed wire fencing above it. Substation shall have internal fencing as per

Gujarat Electricity Board (GEB) guidelines.

4.5m wide x 2.2m high main steel gates and 1m wide x 2.2 m high steel wicket gate made out

of tubular sections/square bars/flats of welded construction along with the locking arrangement and

posts to match with security fencing shall be provided at appropriate places. Gates shall be painted

with similar synthetic enamel paint.

*********

Rajkot Municipal Corporation Mech & Elect Design

Detail Project Report for Drainage Phase II & III (Part-I) for Rajkot City 87

7.1 Necessity of Auxiliary Pumping Stations for Drainage Phase-III

According to the details survey work of the project area, sewerage network have been planned

and designed to collect the sewage from proposed project area to the main pumping station. To avoid

greater depths of excavation, three auxiliary pumping stations have been provided to facilitate the

initial collecting system for further transmission to the main pumping station for smooth and efficient

maintenance.

LOCATIONS OF AUXILIARY PUMPING STATIONS:

Auxiliary pumping station No.01 is proposed to facilitate the areas of Mavdi village.

Similarly, auxiliary pumping station No.2 is provided to facilitate T.P.No.08, 07, 03, 05 & part of 02

near by Kalavad road, in the plot of RMC authority near by A.G.Society situated on Kalavad road.

Gandhigram area of T.P.scheme No.06 is found very flat and no advantage of natural slope is found

for planning of sewers and therefore, an auxiliary pumping station No.03 is provided in this area to

avoid greater depths of excavation of sewer line sections.

MAIN PUMPING STATION:

The main and final pumping station location has been proposed behind the village Raiya,

which will take care to receive sewage flow from all the three proposed auxiliary pumping stations

through transmission main. As per the design criteria, the capacity volume of wet well, invert of

incoming sewer to the pumping station, transmission pipeline designed diameters, I.L. of manhole of

receiving flow from each pumping stations and capacity of pumping machinery of proposed three

auxiliary pumping stations and main pumping stations etc are shown in the following table. Wet well

capacity of proposed pumping stations have been calculated with 30 minutes of detention period of

average flow and the capacity of pumping machinery for deriving required pumps and motors is

calculated for 2.25 peak factor with average flow as per the norms of CPHEEO Manual.

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STATEMENT SHOWING THE DETIALS OF DESIGNED CAPACITY OF PUMPING STATIONS FOR RAJKOT SEWERAGE PROJECT PHASE-III

details of MH Receiving flow Sr

No

Pumping

station

Ave-

rage

flow

inlet

Incom-

ing

sewer

I.L.

Reten-

tion time

Volume Wet

well

size

suction

pit level MH No G.L.

mt

I.L.

mt

Dia

mm

Length

mt

Design-

ed head

Peak

factor

Design-

ed dis-

charge

1 APS-1

Mavdi

59 131.6 30 107 6 mt

dia 3.80

mt H

127.2 TP-6

/600

138.67 136.29 400 CI 840 15 2.25 133

2 APS-2

Klv.rd

326 119.3 30 595 21x8.1

x 3.5

115.8 TP-4

/1238

130.09 127.5 900

PSC

1566 16.6 2.25 734

3 APS-3

TP-6

49 121.4 30 90 6 mt

dia 3.20

mt H

117.2 TP-

6/729

131.81 129.81 400 CI 650 17 2.25 110

4 Main

pumping

station

588 116.75 30 1058 37 x 13

x 2.20

114.55 STP

basin

122.75 126

FRL

900

PSC 2

Nos.

1000 15 2.25 1323



STATEMENT SHOWING THE DETAILS OF DESIGNED PUMPS AND MOTORS FOR PUMPING STATIONS FOR RAJKOT SEWERAGE PROJECT PHASE-III

Pumps Motors Sr

No

Pumping station

No.pumps

operative

No.pumps

standby

Q per

pump in

LPS

Head mt Operative

Nos

HP standby

Nos.

HP

Design

load HP

Demand

load KV

1 APS-1 Mavdi 2 1 67 15 2 30 1 30 60 45.45

2 APS-2

Kalavad Road

4 2 183.50 16.6 4 65 2 65 260 196.96

3 aPS-3 TP-6 2 1 55 17 2 17 1 25 50 37.88

4 Main pumping

station Raiya.

4 2 331 15 4 105 2 105 420 318.18



7.2 Criteria proposed for Mechanical works

The selection of pumps and pumping main shall be based on the following criteria for designed head

and discharge requirements

a) For large size pumping station, having peak flows more than 1 m3/sec, while provision will

be made for automatic start and stop, system would be capable of being operated manually.

b) Not more than tow starts and stops per hours will be considered for manual operation of

pumps

c) the need for one or more pumping mains will be decided from consideration of minimum

velocity requirement and variation of head on the pumps.

d) Mechanically operated screens for large APS and manually operated screens for small APS

shall be provided before the wet well to prevent clogging of pumps

e) Forced ventilation system shall be provided for terminal sewage pumping stations.

f) Sewage level indicator for the wet well (Mechanical type) shall be provided for APS

g) Depending upon capacity, depth, site conditions and ease in operation and maintenance either

rectangular or circular configuration shall be provided.

h) Depending upon configuration, either horizontal type or vertical type pumps will be selected.

Consideration is given for submersible pumps for APS No.01 and APS No.03.

7.3 Criteria proposed for Electrical Aspects

The following are the criteria considered for electrical works:

a) Power Distribution

The distribution scheme will be based on the group of estimated loads for each sewage

pumping station. This will comprise HT switch gear, transformer and LT switch gear.

b) Motors: Induction motors suitable for 415 V, 50 Hz supply will be provided. They will either be of

squirrel cage, or slip rig type with screen protected drip proof IP 23 construction depending

upon the supply authority's conditions of power supply. Motors will be corrosion protected to

meet environment likely to be encountered at sewage pumping station / treatment plant.

c) Cabling

HT cables will be XLPE or PILC insulated aluminum conductors with steel armour and

overall PVC sheathing. cables used for power distribution at 415/240 v will be of aluminum

conductor with PVC insulation, steel armour and overall pvc sheathing. xlpe insulated cables

will be used where found beneficial in terms of current carrying capacity vis-à-vis termination

requirement.

d) Lighting

The lighting system provided will comprise fluorescent lighting fittings in dry well and other

indoor areas and post top lantern or swan neck type fluorecent fittings for outdoor areas.



Indoor as well as outdoor lighting when beneficial will be using energy efficient discharge

lamp fittings.

e) Control

Push button starter will be provided for manual start and stop of motors with specific

concurrence from RMC automatic operation would be considered.

f) Safety Earthing

Earthing grid comprising mild steel conductors with adequate corrosion factor and suitably

located GI pipes electrodes for safety earthing system will be provided. Conductors exposed

to atmosphere will be galvanized to take care of atmospheric corrosion. whole installation

shall be carried out as per IS:3043.

7.4 Pumping Mains of APS & MPS

Various alternative for providing rising main from each APS have been examined considering

the best suited located of Manhole of collective system and length and diameter of pumping main

pipeline with category of pipe material for economic power consumption of all APS as well as MPS.

For designed discharge 2.25 peak factor has been taken into account for smooth pumping during peak

hours. Pumping main also have been designed for peak flow of the system for all pumping stations.

Following table shows the details of all rising mains of the collective system of the project.

Pumping Station Diameter of

pipeline

Category &

class of pipe

Length of pipe

in m.

Flow receiving

MH

A.P.S.01

MAVDI

400 MM PSC class 840 No.600/TP-8

A.P.S.01

KALAVAD RD.

900 MM PSC. 10 kg/cm2 1566 No.1238/TP-4

A.PS.01

GANDHIGRAM

400 MM PSC class 650 No.729/TP-6

MAIN

PUMPING STN.

RAIYA

900 MM

twin LINE or

1300 dia single

line

P.S.C. 10

kg/cm2

1000 FRL OF STP

STILLING

CHAMBER

********

Rajkot Municipal Corporation Recommendations


8.1 Issues and Performance Assessment

Followings issues are identified for drainage & storm water components

a. Polluted Aji river

b. Low Population coverage

c. Use of natural water drainage for sewerage

d. Use of open gutter and septic tanks due to inadequate drainage net work in merged

area

Performance Assessment of the Drainage System are identified as follow:

8.2 SWOT Analysis

SWOT Analysis : Drainage

STRENGTH

• Rationale Planning

• Availability of Competent Expertise and Technical know-how

• Profound experience in the Operations of Systems in the Region

• Public support and cooperation

• Adequate availability of distribution networks and sewerage systems

• Efficient Capital Improvement Planning

WEAKENESS

• Lack of public awareness with respect to operations of RMC

• Topography of the city results in high capital investments

• Recovery of taxes and charges insufficient to support operation & maintenance

• Low tax rates/ water charges and Irregular revision of tax rates.

• No perennial water sources

• Lack of awareness with regards to recycling and reuse of wastewater

OPPORTUN ITY

• Private Sector Participation in the delivery of basic services

• Capital Market /JnNURM fund is available to undertake urban infrastructure schemes

TRE ATS

• Development Control Regulations not framed to facilitate infrastructure provision

• Ground/ Soil characteristics do not facilitate permeability and retention of water

• Low rainfall in the region

• Rapid urbanization of the region

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Attributes Component Indicator Unit

Treatment % of Wastewater Treated 55 %

Service Coverage % of Pop Covered by

Underground Drainage

60 %

% HH – area covered by

Sewerage Under ground

drainage

55 %

Service Cost and

Efficiency

Connection Cost per

Sewerage Connection

500 Rs./

Conn.

Cost Recovery 40 %



8.3 Recommendation

Following recommendations are recommended as follows:

• Technical recommendations

1. To Carry out work under Phase- II ( Part-I)

2. To Carry out work under Phase- II (Part-II)

3. To Carry out work under Phase- III (Part-I)

4. To Carry out work under Phase- III (Part-II)

5. To develop storm water project

• Financial recommendations

1. To eliminate cross subsidy in the drainage service

2. To rise drainage tax every year by 25 % till fully sustainability

3. To increase scope of the privatization

4. To adopt following management options

• Management Options

Relying on current practice to deal with domestic wastewater treatment and its related

problems in Rajkot is very complicated and difficult. Several changes have to be made immediately to

provide satisfactory service and to stop further environmental deterioration.

The domestic wastewater problems that require changes are:

• Community awareness

• Waste water minimization and Water conservation:

• Pricing and financing

• Packaging of the water and waste water services:

• Regulation and corporation

Community Awareness

The success of any sanitation project is critically depends upon the effective advocacy of the

project to the people and public awareness. Public awareness plays a very important role in success of

sanitation project and especially where they have to pay for sanitation service. Many sanitation

projects which are well designed but failed due to lack of public awareness and two way

communication between the project designer and community and community events.

Community awareness is still poor and the government is still too dominant to deal with the

problems. Reliance on either the community or the government for solutions to the problem cannot

achieve a desirable environment. Information and campaigns are needed to generate society

consciousness to provide better environments. Transferring the information to people from diverse



background of the domestic wastewater problem is crucial. Visualizing the damage that will occur

from wastewater problems has to be easy to understand by the entire community. Preventing pollution

is better than solving the problems once it has occurred. Public awareness can be built through

effective two way communication, advocacy of the projects through mass media, advertising and

using people participatory approach in planning and implementation of the project.

Two way communication:

In past it has been observed that in many projects which are designed at higher level are failed

due to lack of two way communication. Now it has been recognized from the past experience that the

top-down approach in recent policy must be changed to a partnership approach. Communication and

cooperation from both the community and the Corporation are required. Communication and

cooperation can be approached through community consultation. It can be achieved through open

discussions between the Corporation and the community to raise community awareness. Before

designing and implementing sanitation project, the direct and indirect benefits gained from the

sanitation services should be reveal to the community through group meeting. In group meeting, the

aims and goals to be achieved from the sanitation service should be discussed and suggestions are

invited. According to suggestion and discussion held with group meeting necessary changes should be

made.

Advocacy planning.

Advocacy consists of the organization of information into an argument to be communicated

through various interpersonal, mass media and other stake holders. It is very necessary to gain

political and social support for the success of sanitation system. Any other sanitation projects which

are successfully implemented and benefit gained by the citizens in other city should be published,

with a view to gain community and political support.

Community participatory approach:

Participatory approach in designing and implementation of any project is the best way to

create public awareness. In participatory approach, stake holders are supported to analyse their own

situation and to come up with solutions that are most suited for their situation. For success of

participatory approach, it should be started with top most stake holder and then slowly involved the

lower most stake holders. In this view participation from the community should be started from the

top level such as political leaders, social leaders, NGOs and voluntary organizations to the individual.

The participatory approach in sanitation projects should be carried out in following manner.

• First identify the top most stake holders such as political leader, community leader and NGOs

who are working at grass root level.

• Before designing a detailed sanitation project a meeting should be held with the top most

stake holders and brief of the sanitation projects should be discussed. And suggestions are

invited.



• According to discussion and suggestion made by the top most stake holders, necessary

changes should be made and detail design of the project planning should be carried out.

• After designing the project, the aim, goals to be achieved through the sanitation services

should be display for the public.

• Also ward wise meeting with the people should be held with the help of the community as

well as political leaders and NGOs. In the meeting general brief of the project including

financial aspects are discussed and suggestions are invited.

• After receiving the suggestions, a general meeting should be held to discuss the suggestions

made by the people and necessary changes should be made. Also in general meeting financial

aspects are discussed in detail. Because for any project cost recovery is more important and

also it is very sensitive issue for community as well as politicians if people have to pay for the

service that they will receive.

• In this context, alternatives regarding following issue should be given to the community

members

o Technology and service level option based on willingness to pay and affordability,

o Whether to participate in the project,

o When and how the service are delivered,

o How their services are operated and managed

o How funds are managed and accounted for

• After making appropriate selection implementation of the project should be carried out.

Community events:

Community events are also helpful in creating public awareness. Community events like

environmental day/ sanitation day should be celebrated with involving the community as active

participant. If possible environment and living condition improvement through sanitation

improvement should be coupled with the community festivals. To motivate and increase the

awareness of people regarding environmental and sanitation improvement, competitive situation

should be developed among the different part of the city.

Seminars regarding the environment improvement should be arranged periodically and people

are allow to take participation freely.

Waste water minimization and Water conservation:

Rajkot city always face water scarcity so it is necessary for Rajkot Municipal Corporation to

formulate the strategy that promotes water conservation. Water conservation reduces the volume of

sewage requiring collection and treatment. The benefits of water conservation include reduced cost of

facilities for water supply and wastewater treatment, and reduced impacts in the region from which

surface or ground water supplies are abstracted.



Conventional off-site wastewater treatment systems are generally capital-intensive and

require expertise for operation and specialised operators. It is therefore preferable to investigate

options to reduce wastewater production, before investing in wastewater treatment technology. Waste

water minimization aims at the reduction and prevention of waste water at the source and minimises

the use of resources and reduces the waste discharged into the environment. It consists of practices

that reduce the use of water, energy, and other natural resources at source.

Reducing domestic water consumption is a very effective way to reduce sewage

volume and makes treatment cheaper. Demand management, water saving technologies in

households and for example, re-using grey wastewater for toilet flushing may yield

significant reductions in required sanitation capacity.

*******

Rajkot Municipal Corporation Cost Estimate


9.1 General

Preliminary cost estimates for various components of proposed Drainage projects are presented

here. The proposed works are divided in phase wise manner and it is scheduled to complete within

seven years. The proposed works are categorized as follows:

Work under Phase-II (Part-I)

1. The work of collective system with house connection in remaining area Phase-II part-I

2. Installation of pumping machinery for additional load

3. Extension of existing sewerage treatment plant by 44.5 MLD

4. Power connection

5. Compound wall & area development at STP

Work under Phase-III (Part-I)

6. Collective system and house connection

7. Construction of STP of capacity 51 MLD disposal work

8. Pumping station with pumping machinery and pumping main

9. Purchase of equipment and Misc work

9.2 Based for Cost Estimate

1. Collective system/ Development of site office / Compound wall/ Pumping stations or

Infrastructure development work Based on the Rajkot Municipal Corporation Schedule of

Rates (SOR) - 2005 the rates are adopted to get abstract sheet. The measurement sheets for each

idea are prepared as per the standard civil engineering practice. The specifications for the works

shall generally conform to the stipulations made in “Specifications for Road and Bridge

Works (Itch Edition – August 2000)” of MORT&H.

For the purpose of analysis the rates of materials, labour and machineries has been

determined as:

1. The Hire Charges of Plant and Machineries as approved by the MOST&H are given in the

updated data book and the same has been adopted. For the plant & machineries used in the

analysis but not covered in the data book, prevailing market rates have been adopted

wherever considered appropriate.

2. Updated rates of material, labour and machineries has been further verified with the market

rates and was found to be at par with the market rates.

3. The overhead charges include the following elements:

� Site accommodation, setting up plant, access road, water supply, electricity and general

site arrangements.

� Office furniture, equipment and communications

CCCooosssttt EEEssstttiiimmmaaattteee999



� Expenditure on safeguarding environment.

� Sundries

� Financing Expenditure

� Sales/Turn over tax

� Work Insurance/compensation

Contractor’s profit has been taken uniformly as 10 %, over the cost of items

2. Development of new STP:

Based on the actual market rate a unit cost of Rs.22 Lakhs /MLD has been adopted for

treatment plants on actual (recently contracted other similar work by Rajkot Municipal

Corporation Electrical & mechanical works at pumping stations, an average cost rate of

Rs.25000/KW has been adopted on basis of experience on similar jobs.

3. SW/RCC/PS pipes :

It has been finalized to use Stoneware Pipes / RCC pipe or PS pipes. The present prevailing

rates of all these pipes are adopted from the rate contract of GWSSB. And the rest of labour

work Rajkot Municipal Corporation current SOR is being followed.

9.3 Cost Estimate for Phase-II (Part-1)

ABSTRACT OF COST ESTIMATE FOR PHASE-II (PART-1)

Sr

No

Name of the component Estimated cost in Rs. Lakhs

1 Collective system and house connections 600

2 Installation of additional non-clog C.F. pumping

machinery in existing pump house - total no. of sets 9

a) Popatpara main pumping station 1200 cu mt per

hour against head of 42 mt 4 sets.

b) Bedipara pumping station 480 cu mt per hour

against head of 23 mt 2 sets

c) Bedinaka pumping station 950 cu mt per hour 17

mt head 2 sets

d) Housing Board pumping station 350 cu mt per

hour 13.5 mt head 1 set

285

3 Extension of sewage treatment plant with extended

aeration process with sludge digester 44.5 mld capacity. 1120

4 Additional power connection at Madhapar plant 30

5 Compound wall at Madhapar plant 15

Total 2050

Rupees Twenty Crore Fifty Lakhs Only/-

______________

City Engineer




Name of Work :-

Providing, lowering, laying, jointing and testing work for collective system along with house

connection system under Phase-II Part-I work of underground sewerage project of Rajkot in for

remaining areas of old city.

Item

No.

Qty Item Rate Per Amount

1.0 Excavation for sewer line trenches,

manholes incl. All safety provisions using

site rails etc. including refilling the

trenches & stacking the excavated stuff up

to a lead of 90mt as directed.

1.1 UP TO 1.50mt depth

1.1.1 118993 In all sorts of soil and soft murrum, hard

murrum, boulders, and macadam road.

39.50 M3 47,00,223/-

1.1.2 11855 In hard rock and soft rock 135.00 M3 16,00,425/-

1.2 1.50mt to 3.00mt

1.2.1 6156 In all sorts of soil and soft murrum, hard

murrum, boulders, and macadam road.

47.50 M3 2,92,410/-

1.2.2 8032 In hard rock and soft rock 166.50 M3 13,37,328/-

1.3 3.00mt to 4.50mt

1.3.1 205 In hard rock and soft rock 199.50 M3 40,897/-

1.4 4.50mt to 6.00mt

1.4.1 In hard rock and soft rock 252.50 M3

2.0 7274.00 Providing C.C. bedding in 1:3:6 (M 100)

using 12 to 20mm machine crushed metal

incl. Consolidation curing etc. complete.

(C-type bedding as per type design)

1170.00 M3 85,10,580/-

3.0 Providing, supplying, lowering, laying and

jointing Stoneware pipes in C.M. 1:1 of

following diameters in proper position

grade and alignment as directed by

Engineer-in-charge including labour,

giving necessary testing etc., complete

including cost of jointing materials

including all the taxes, duties, freight,

insurance etc. complete.

3.1 57490 For 100mm dia Stoneware pipes 85.00 RMT 48,86,650/-


3.3 2360 For 200mm dia Stoneware pipes 190.00 RMT 4,484400/-


3.5 500 For 300mm dia Stoneware pipes 390.00 1,95,000/-

4.0

Providing and constructing house

connection chambers as per type design in

brick masonry in C.M. 1:4 and inside

plastering in C.M. 1:3 necessary coping in

C.C. M-200 and fixing of RCC frame and

cover (But excluding supply of frame and

covers) over house connection chambers

etc., complete (excluding excavation) as

per stipulation in the type design

complete.

4.1 1126.00 House connection chamber as per type

design (Depth upto 0.60 mt.)

770.00 Nos. 8.67.020/-



Item

No.


4.2 8390.00 House connection chamber as per type

design (Depth above 0.60 mt and upto 1.0

mt.)

1000.00 Nos. 83,90,000/-

5.0 Providing and constructing Sewer

manholes, scraper manholes as per the

type design in brick masonry in C.M. 1:4

and inside and outside plastering in C.M.

1:3 necessary coping in C.C. M-200 fixing

C.I./ reinforced plastic Steps and fixing

manhole frame and covers (But excluding

supply of manhole frame and covers) over

manholes/ scraper manhole etc. complete,

as per the stipulation in the type design

complete.(Excluding excavation)

5.1 Manhole type "A-1" Circular type having

inside diameter of 900 mm for depth upto

1.00 mt.

5.1.1 256 Manhole type "A-1" as above but upto

1.00 mt. depth.

1550.00 No.s 3,96,800/-

5.2 Manhole type “A” circular type having

inside diameter of 1200mm for depth up to

1.5m depth.

5.2.1. 1026 Manhole type “A” as above but up to 1.0

M depth

2640.00 Nos. 27,08,640/-

5.2.2 103 Extra depth beyond 1.0 M but up to 1.5M

depth for “A” type manhole above

1632.00 RMT 1,68,096/-

5.3 Manhole type “B” circular type having

inside diameter of minimum 1500mm and

for depth from 1.5M to 4.0 M.

5.3.1. 646.00 Manhole type “B” as above but up to 1.5

M depth.

4960.00 Nos. 32,04,160/-

5.3.2 462.00 Extra depth beyond 1.5M but up to 4.0 M

depth for type “B” manhole above.

2604.00 RMT 12,03,048/-

5.4 Manhole type “C” circular type having

inside diameter of minimum 1500 mm and

for depth 4.0 M to 6.0M

5.4.1 5.00 Manhole type “C” as above but up to 4.0

M depth.

15456.00 Nos. 77,280/-

5.4.2 5 Extra depth beyond 4.0 M and up to 6.0M

depth for type “C” manhole above.

4068.00 RMT 20,340/-

6.0 Providing constructing vertical drop

arrangement of 0.6 m and more height as

required including providing and jointing

special such as double T.Bend required

Stoneware pipe fixed in M-100 C.C. at

required level as type design cutting

jointing and filleting as per specification

etc. complete.

6.1 102 Vertical drop arrangement as above up to

0.6 M height.

708.00 Nos. 72,216/-



Item

No.


6.2 102 Extra over Item No.6.1 above for

additional drop beyond 0.6 M.

552.00 RMT 56,304/-

7.0 47311 Removing the surplus earth after refilling

the trenches as directed with in the

Municipal Corporation limits including

transportation, loading, unloading,

spreading etc. complete

33.00 M3 15,61,263/-

8.0 9515 Providing, supplying RCC pre-cast

manhole frame and covers 5 T.M.D. as per

specifications

600.00 1 Pair 57,09,000/-

9.0 1282 Providing, supplying R.C.C. Pre-cast

manhole frame & covers 10 T.MD. as per

specifications.

690.00 One

pair

8,84,580/-

10.0 556 Providing, supplying R.C.C. Pre-cast

manhole frame & covers 20 T.MD. as per

specifications.

900.00 One

pair

5,00,400/-

11.0 Breaking of pavement surface

11.1 49248.0

0

Conventional asphalt surface

18.00 Sq. Mt 8,86,464/-

11.2 5130.00 Paver asphalt surface

26.00 Sq. Mt 1,33,380/-

12.0 7797.00 Making holes in manhole with repairing

complete

20.00 Nos. 1,55,940/-

Total Rs.5,99,99,124/-

Say Rs.6,00,00,000/-

(Rupees Six crores only)

______________

City Engineer




Name of work:-Augmentation of Drainage Pumping Machinery S.E.T.C. of Non-Clog Pumping

Machinery.

:: A B S T R A C T FOR ESTIMATE STATE-II (PART-I) ::

Item

No.

Qty. Short Description of

work.

Rate

In Figure

Unit Amount

Rs. Ps.

S.O.R.

Number

S.E.T.C. of Non-clog

sewage pump set

along with suitable

motor starter panel

with all associated

accessories like

voltmeter-Amp meter

SPP O/L Relay its

cabling earthing etc.

Manifold as per

requirement of DI

pipes and specials

S.V.- H.R.V. with

erection, testing,

commissioning for

pump sets, duty point

of which is as

mentioned below.

1 2 sets

150 KW Bedinaka-C

950 m3/hr 17 mt head

75 KW motor x 2 =

150 KW

MR

2 2 sets

90 KW Bedipara-F

480 m3/hr 23.0 mt

head 45 KW x 2 = 90

KW

MR

3 1 set

22 KW Housing Board-B

350 m3/hr head =13.5

mt 22 KW -1

MR

4 4 sets

880 KW Popatpara-I

1200 m3/hr - 42 mt

220 KW x 4 = 880

KW

MR

Total 1142

KW

25000/- KW 2,85,50,000/- MR

Say 2,85,50,000/-

______________

City Engineer




Name of work:-Construction of pre-cast RCC compound wall around Sewage Treatment Plant at

Madhapar.

:: A B S T R A C T FOR ESTIMATE :: Stage-II Part-I

Item

No.


work.

Rate

In Figure

Unit Amount

Rs. Ps.

S.O.R.

Number

1 2500.00

Rmt

Providing and fixing

pre-cast RCC column

and slab as per

specification complete

(including the cost of

transportation)

456.00 Rmt 11,40,000/- MR

2 145.00

Cu. Mt

Excavation in soft and

hard murrum upto 1.50

mt depth complete.

39.50 Cu mt 5727-50 23+28

2

3 145.00

Cu. Mt

Cement concrete work

for fixing the columns in

1:2:4 proportion using

1.5 to 2.0 cm size coarse

agg., curing etc.

complete.

1450.00 Cu mt 2,10,250/- 62

4 2500.00

Rmt

Fixing present RCC

column and slab in line

and level, jointing the

same with cement paste

as per specification,

curing etc complete.

74.00 Rmt 1,85,000/- MR

5 150.00

Cu. Mt

Supplying of hard

murrum and spreading

the same as per

instruction complete.

55.00 Cu mt 8250/- 702

Total

Say

14,99,227-50

15,00,000-00

(Rupees Fifteen lacs only)

___________

City Engineer




Drainage Phase-II (For Old City Area) (PART-I)

DESIGN, CONSTRUCTION, PROCUREMENT, MANUFACTURE, SUPPLY, STORAGE AT SITE,

ERECTION, TESTING AND COMMISSIONING OF ALL MECHANICAL AND ELECTRIC

EQUIPMENTS, INSTRUMENTATION AND ALL PIPINGS ETC COMPLETE FOR SEWAGE

TREATMENT PLANT OF 44.5 MLD CAPACITY TO BE CONSTRUCTED NEAR EXISTING

SEWAGE TREATMENT PLANT AT MADHAPAR.

Sr

No

Qty Description Rate Unit Amount

1

44.5

MLD

cap.

Work of design, engineering,

supply of materials,

construction, erection and

installation of equipment,

machinery, piping, instruments,

painting works, including civil

and structural work, and testing

and commissioning successful 3

months trial runs and training

RMC operating personnel.

Operating and maintaining the

sewage treatment plant

proposed near existing sewage

treatment plant at Madhapar for

12 months including

guaranteeing the entire plant

and its performance and treated

effluent quality, all labour,

materials, piping, instruments,

etc complete as per scope of

work, special conditions of

contract, design, drawings and

specifications approved by the

department and as per directions

of Engineer-in-charge.

2500000/-

1 MLD

11,12,50,000/-

2 6000

Sq. mt

Construction of internal road 125/- sq mt 7,50,000/-

Total Estimated Cost in Rs

11,20,00,000/-

Say Rs. in Lakhs 1120/-

Rupees Eleven Crore twenty lakhs only/-

Detailed break up of cost of Sewage Treatment Plant

1. Civil works Rs. 18.23 Lakh per MLD

2. Mechanical / Electrical/ Automation work Rs. 5.85 Lakh per MLD

3. Piping work Rs. 0.92 Lakh per MLD

------------------------------

Total Rs.25.00 Lakh per MLD

___________

City Engineer




9.4 Cost Estimate for Phase-III (Part-1)

SUMMARY OF ESTIMATED PROJECT COST

Sr. No. Description Rs. in Lakhs Total Rs. in Lakhs

1 Collective System 1860.76

a. TP scheme – 1 (Part – I) 158.87

b. TP scheme – 1 (Part – II) & TP

scheme- 4

504.00

c. TP scheme – 6 227.40

d. TP scheme – 2 118.61

e. TP scheme – 3 185.72

f. TP scheme – 5 179.14

g. TP scheme – 7 97.42

h. TP scheme – 8 258.00

i. Slums (Mavdi) 131.60

2 House Connections 1404.59

a. TP scheme – 1 (Part – I) 163.16

b. TP scheme – 1 (Part – II) & TP

scheme- 4

303.45

c. TP scheme – 6 162.65

d. TP scheme – 2 131.65

e. TP scheme – 3 137.76

f. TP scheme – 5 111.57

g. TP scheme – 7 61.89

h. TP scheme – 8 233.65

i. Slums (Mavdi) 98.81

3. Pumping Stations ( Civil works) 293.06

a. APS – 1 (Mavdi) 18.32

b. APS – 2 (Kalawad Rd.) 142.51

c. APS – 3 (Gandhigram) 21.09

d. MPS (Raiya ) 111.14

4. Rising Mains ( Pipe lines- of PS) 139.60

a. APS – 1 (Mavdi) 11.77






Sr. No. Description Rs. in Lakhs Total Rs. in Lakhs

5. Pumping Machinery & Erection 245.25

a. APS – 1 (Mavdi) 22.50




6. Sewage Treatment Plant &

Disposal

1328.81

a. 51 MLD STP 1275.00

b. Outfall pipelines 53.81

Total 5272.07

Add 5% Contingency charge 263.60

TOTAL 5535.67

Say Rs. 5536

___________

City Engineer




9.4.1 Estimates of Collective System of Phase-III (Part-1)

BILL OF QUANTITIES FOR COLLECTIVE SYSTEM OF T.P. SCHEME NO. 1 part 1, T.P. 1

No. Qty Item Rate Per Amount SOR

No.

1

Excavation for sewer line trenches,

manholes including all safety provisions

using side rails etc. including refilling

the trenches & stacking the excavated

stuff up to a lead of 90 mt. as directed.

1.1 Up to 1.50 mt. depth

1.1.1

22970

In all sorts of soil & soft murrum, hard

murrum, boulders, & macadam roads. 39.5 M3 907315 23+28/2

1.1.2 9850 in hard rock & soft rock 135 M3 1329750 33+38/2

1.2 1.50 to 3.00 mt. depth

1.2.1 5420 in soft soil & hard murrum 47.5 M3 257450 24+29/2

1.2.2 5420 in hard rock & soft rock 166.5 M3 902430 34+39/2

1.3 3.00 to 4.50 mt. depth


1.4 4.50 to 6.00 mt. depth


2

1160

Providing c.c. bedding in 1:3:6 (M100)

using 12 to 25 mm machine crushed

metal incl. consolidation, curing, etc

complete. ( c type bedding as per type

design) 1170 M3 1357200 616/2

3

lowering, laying and jointing stone ware

pipes & RCC pipes in CM 1:1 of

following dia. In proper position grade

& alignment as directed by engineer in

charge incl. conveyance from stores to

site of work, labour, giving hydraulic

testing as per IS code, etc. complete

incl. cost of jointing materials.

3.1.1 18900 for 150 mm dia SWG pipes 130 RMT 2457000 855/3



3.1.4

390

for 300 mm dia RCC & NP-3 class

pipes 256 RMT 99840 906

3.1.5

70


pipes 602 RMT 42140 918

3.1.6

210


pipes 638 RMT 133980 919

3.1.7

260


pipes 707 RMT 183820 920

3.1.8

290


pipes 853 RMT 247370 921

3.1.9

120


pipes 1133 RMT 135960 921-A




No.

4

Providing & constructing sewer

manholes, scraper manholes & unit

house connection chamber, as per the

type design in brick masonry in CM 1:3

& out side plastering CM 1:3 necessary

coping in RCC M200, fixing CI steps &

fixing manhole frame & covers. (but

excluding supply of manhole frame &

covers)over manholes & house

connections, chambers & fixing

manhole covers (but excluding supply

of manhole covers) over scraper

manholes etc. complete, providing &

fixing safety chain wherever necessary


complete (excl. excavation)

4.1

Manhole type "A" circular type having

inside dia. of 1200 mm for depth upto

1.50 mt. for 150 mm to 500 mm dia

sewer.

4.1.1

411

Manhole type "A" as above but upto

1.00 mt. depth. 2640 NOS. 1085040 608/1

4.1.2

60

Extra depth beyond 1.00 mt. but upto

1.50 mt. depth for "A" type manhole

above. 1632 RMT 97920 608/2

4.2

manhole type "B" circular type having

inside dia of minimum 1500 mm & for

depth from 1.5 mt to 4.00 mt. (for 150

mm to 600 mm dia sewer)

4.2.1

302

Manhole type "B" as above but upto

1.50 mt. depth. 4960 NOS. 1497920 608/3

4.2.2

260


4.00 mt. depth for "B" type manhole

above. 2604 RMT 677040 608/4

4.3

Manhole type "C" circular type having




4.3.1

4

Manhole type "C" as above but upto 4.0

mt. depth. 15456 NOS. 61824 608/5

4.3.2

1


6.00 mt. depth for "C" type manhole

above. 4068 RMT 4068 608/6

4.4

Scraper manhole pipe "SI" rectangular

type for 600 mm dia to 1200 mm dia

sewer pipes & for depth 2.5mt. To 9.0

mt.

4.4.1

3

Scraper manhole pipe "SI" as above but

upto 2.5 mt. depth 15240 NOS. 45720 610/1

4.4.2

6

Extra depth beyond 2.5 mt. & upto 9.0

mt. depth for type "SI" scraper manhole

as above. 4596 RMT 27576 610/2




No.

5

5530

Removing the surplus earth after

refilling the trenches as directed with in

the Municipal Corporation limits incl.

spreading etc. complete 33 M3 182490 712

6

543

Providing, supplying & fixing the

manhole frames & covers in CC 1:2:4

incl. finishing etc. complete. 10 T,MD 690

1

PAIR 374670 659+660

7

180




1

PAIR 162000 666+668

9 Breaking of pavement surface

9.1 7822 Conventional Asphalt surface 18 M2 140796 43

9.2 7822 Paver Asphalt surface 26 M2 203372 44

10 Re- instating the road surface

10.1 23702 WBM 55 M2 1303610 MR

10.2 15643 Asphalt 85 M2 1329655 MR

15886621

Say. Rs…15887000

Only Rupees One Cores fifty eight lakhs eighty seven thousand.



BILL OF QUANTITIES FOR COLLECTIVE SYSTEM OF T.P. SCHEME NO. 1 part 2 T P No.4


1


manholes including all safety

provisions using side rails etc.

including refilling the trenches &

stacking the excavated stuff up to a

lead of 90 mt. as directed.


1.1.1

51520

In all sorts of soil & soft murrum,

hard murrum, boulders, & macadam

roads. 39.5 M3 2035040 23+28/2


1.2 1.50 to 3.00 mt. depth



1.3 3.00 to 4.50 mt. depth


1.4 4.50 to 6.00 mt. depth


2

3880

Providing c.c. bedding in 1:3:6

(M100) using 12 to 25 mm machine

crushed metal incl. consolidation,

curing, etc complete. ( c type

bedding as per type design) 1170 M3 4539600 616/2

3

lowering, laying and jointing stone

ware pipes & RCC pipes in CM 1:1

of following dia. In proper position

grade & alignment as directed by

engineer in charge incl. conveyance

from stores to site of work, labour,

giving hydraulic testing as per IS

code, etc. complete incl. cost of

jointing materials.




3.1.4 760


pipes 256 RMT 194560 906

3.1.5 1430


pipes 602 RMT 860860 918

3.1.6 510


pipes 638 RMT 325380 919

3.1.7 70


pipes 707 RMT 49490 920

3.1.8 650


pipes 1133 RMT 736450 921-A

3.1.9 870


pipes 1654 RMT 1438980 923

3.1.10

1330


pipe

2495 RMT 3318350 925




3.8 1920


pipes 3082 RMT 5917440 927

3.8 360


pipes 4740 RMT 1706400 929

4

providing & constructing sewer


house connection chamber, as per

the type design in brick masonry in

CM 1:3 & out side plastering CM

1:3 necessary coping in RCC M200,

fixing CI steps & fixing manhole

frame & covers. (but excluding

supply of manhole frame &



manhole covers (but excluding

supply of manhole covers) over

scraper manholes etc. complete,

providing & fixing safety chain

wherever necessary as per the

stipulation in the type design

4.1

Manhole type "A" circular type

having inside dia. of 1200 mm for

depth upto 1.50 mt. for 150 mm to

500 mm dia sewer.

4.1.1 728

Manhole type "A" as above but

upto 1.00 mt. depth. 2640 NOS. 1921920 608/1

4.1.2

90

Extra depth beyond 1.00 mt. but

upto 1.50 mt. depth for "A" type

manhole above. 1632 RMT 146880 608/2

4.2

manhole type "B" circular type

having inside dia of minimum 1500

mm & for depth from 1.5 mt to 4.00

mt. (for 150 mm to 600 mm dia

sewer)

4.2.1 579


1.50 mt. depth. 4960 NOS. 2871840 608/3

4.2.2

480


upto 4.00 mt. depth for "B" type


4.3

manhole type "C" circular type



mt. (for 150 mm to 1800 mm dia)

4.3.1 45

Manhole type "C" as above but upto

4.0 mt. depth. 15456 NOS. 695520 608/5

4.3.2

20


upto 6.00 mt. depth for "C" type


4.4

Scraper manhole pipe "SI"

rectangular type for 600 mm dia to

1200 mm dia sewer pipes & for

depth 2.5mt. To 9.0 mt.




No.

4.4.1 22

Scraper manhole pipe "SI" as above

but upto 2.5 mt. depth 15240 NOS. 335280 610/1

4.4.2

30

Extra depth beyond 2.5 mt. & upto

9.0 mt. depth for type "SI" scraper

manhole as above. 4596 RMT 137880 610/2

5

19420


refilling the trenches as directed

with in the Municipal Corporation

limits incl. spreading etc. complete 33 M3 640860 712

6

946


manhole frames & covers in CC

1:2:4 incl. finishing etc. complete.

10 T,MD 690 1 PAIR 652740 659+660

7

406


manhole frames & covers in CC

1:2:4 incl. finishing etc. complete.

20 T,MD 900 1 PAIR 365400 666+668





10.1 53107 WBM 55 M2 2920871 MR

10.2 35050 Asphalt 85 M2 2979288 MR

50389408.63

Rs. 50400000

Only Rupees Five Crore four lakhs



BILL OF QUANTITIES FOR COLLECTIVE SYSTEM OF T.P. SCHEME NO. 6


No.

1


manholes including all safety provisions

using side rails etc. including refilling

the trenches & stacking the excavated

stuff up to a lead of 90 mt. as directed.


1.1.1 30580




1.2 1.50 to 3.00 mt. depth



1.3 3.00 to 4.50 mt. depth


1.4 4.50 to 6.00 mt. depth


1.5 6.00 to 7.50 mt. depth

1.5.1 290 in hard rock & soft rock

2

1530





design) 1170 M3 1790100 616/2

3

lowering, laying and jointing stone ware

pipes & RCC pipes in CM 1:1 of









40 for 250 mm dia SWG pipes 280 RMT 11200 855/6

3.1.4 190


pipes 256 RMT 48640 906

3.1.5 370


pipes 602 RMT 222740 918

3.1.6 40


pipes 638 RMT 25520 919

850


pipes 853 RMT 725050 921

3.1.8

240


pipes

1133 RMT 271920 921-A




No.

4

















4.1




sewer.

4.1.1 492


1.00 mt. depth. 2640 NOS. 1298880 608/1

4.1.2

70



above. 1632 RMT 114240 608/2

4.2





4.2.1 299


1.50 mt. depth. 4960 NOS. 1483040 608/3

4.2.2

250



above. 2604 RMT 651000 608/4

4.3

manhole type "C" circular type having




4.3.1 56


mt. depth. 15456 NOS. 865536 608/5

4.3.2

40



above. 4068 RMT 162720 608/6

6

Manhole type "D1" as above but upto

6.0 mt. depth. 22764 NOS. 136584 608/7

10


10.00 mt. depth for "D1" type manhole

above. 2592 RMT 25920 608/8

7

Manhole type "S1" as above but upto

4.0 mt. depth. 15240 NOS. 106680 610/1




No.

20


6.00 mt. depth for "S1" type manhole

above. 4596 RMT 91920 610/2

5

7550





6

645



incl. finishing etc. complete. 10 T,MD 690 1 PAIR 445050 659+660

7

215








10.1 31318 WBM 55 M2 1722505 MR

10.2 20670 Asphalt 85 M2 1756955 MR

22739670

Rs. 22740000

Only Rupees Two Crore Twenty Seven Lakhs Forty Thousand.





1








1.1.1

18630



roads. 39.5 M3 735885 23+28/2


1.2 1.50 to 3.00 mt. depth



1.3 3.00 to 4.50 mt. depth


1.4 4.50 to 6.00 mt. depth


2

900




curing, etc complete. ( c type bedding

as per type design) 1170 M3 1053000 616/2

3

Lowering, laying and jointing stone








jointing materials.




3.1.4 450


pipes 256 RMT 115200 906

3.1.6 40


pipes 638 RMT 25520 919

4




type design in brick masonry in CM

1:3 & out side plastering CM 1:3

necessary coping in RCC M200,






manhole covers




4.1




500 mm dia sewer.

4.1.1 345


1.00 mt. depth. 2640 NOS. 910800 608/1

4.1.2

50



above. 1632 RMT 81600 608/2

4.2





sewer)

4.2.1 231


1.50 mt. depth. 4960 NOS. 1145760 608/3

4.2.2 91


4.00 mt. depth for "B" type manhole 2604 RMT 236964 608/4

4.3




mt. (for 150 mm to 1800)

4.3.1 6


4.0 mt. depth. 15456 NOS. 92736 608/5

4.3.2

1



above. 4068 RMT 4068 608/6

4.4



1200 mm dia sewer pipes & for depth

2.5mt. To 9.0 mt.

5

3710


refilling the trenches as directed with

in the Municipal Corporation limits

incl. spreading etc. complete 33 M3 122430 712

6

437



incl. finishing etc. complete. 10

T,MD 690 1 PAIR 301530 659+660

7

145



incl. finishing etc. complete. 20

T,MD 900 1 PAIR 130500 666+668





10.1 19340 WBM 55 M2 1063700 MR

10.2 12764 Asphalt 85 M2 1084940 MR

11860266

Say Rs..11861000

Only Rupees One Crore Eighteen Lakhs Sixty One Thousand.



BILL OF QUANTITIES FOR COLLECTIVE SYSTEM OF T.P. SCHEME NO. 3 T P No.3


1








1.1.1

21200



roads. 39.5 M3 837400 23+28/2


1.2 1.50 to 3.00 mt. depth



1.3 3.00 to 4.50 mt. depth


1.4 4.50 to 6.00 mt. depth


2

1490






3









jointing materials.




3.1.4 190


pipes 256 RMT 48640 906

3.1.5 890


pipes 602 RMT 535780 918

3.1.9

460


pipes 1654 RMT 760840 923

3.1.10 450


pipes 1945 RMT 875250 923




4















fixing safety chain wherever

necessary as per the stipulation in the

type design complete (excl.

excavation)

4.1




500 mm dia sewer.

4.1.1 326


1.00 mt. depth. 2640 NOS. 860640 608/1

4.1.2

50



above. 1632 RMT 81600 608/2

4.2





sewer)

4.2.1 213


1.50 mt. depth. 4960 NOS. 1056480 608/3

4.2.2

190



above. 2604 RMT 494760 608/4

4.3





sewer)

4.3.1 65


4.0 mt. depth. 15456 NOS. 1004640 608/5

4.3.2

50



above. 4068 RMT 203400 608/6

4.4



1200 mm dia sewer pipes & for depth

2.5mt. To 9.0 mt.




4.4.1 5

Scraper manhole pipe "SI" as above

but upto 2.5 mt. depth 15240 NOS. 76200 610/1

4.4.2

15

Extra depth beyond 2.5 mt. & upto

9.0 mt. depth for type "SI" scraper

manhole as above. 4596 RMT 68940 610/2

5

6750





6

457




7

152





9.1 7175.48 Conventional Asphalt surface 18 M2 129159 43

9.2 7175.48 Paver Asphalt surface 26 M2 186562 44


10.1 21744 WBM 55 M2 1195920 MR

10.2 14357 Asphalt 85 M2 1220345 MR

18571546

Rs.. 18572000

Only Rupees One Crore Eighty Five Lakhs Seventy Two Thousand.





1

Excavation for sewer line trenches, manholes including all safety provisions using side rails etc. including refilling the trenches & stacking the excavated stuff up to a lead of 90 mt. as directed.


1.1.1 19220

In all sorts of soil & soft murrum, hard murrum, boulders, & macadam roads. 39.5 M3 759190 23+28/2


1.2 1.50 to 3.00 mt. depth



1.3 3.00 to 4.50 mt. depth


1.4 4.50 to 6.00 mt. depth


2

1630

Providing c.c. bedding in 1:3:6 (M100) using 12 to 25 mm machine crushed metal incl. consolidation, curing, etc complete. ( c type bedding as per type design) 1170 M3 1907100 616/2

3

lowering, laying and jointing stone ware pipes & RCC pipes in CM 1:1 of following dia. In proper position grade & alignment as directed by engineer in charge incl. conveyance from stores to site of work, labour, giving hydraulic testing as per IS code, etc. complete incl. cost of jointing materials.




3.1.4 1750

for 300 mm dia RCC & NP-3 class pipes 256 RMT 448000 906

3.1.6 330


3.1.7 400


3.1.9

160 for 600 mm dia RCC & NP-3 class pipes 1133 RMT 181280 921-A

3.1.120 1160


3.1.13 40





4

providing & constructing sewer manholes, scraper manholes & unit house connection chamber, as per the type design in brick masonry in CM 1:3 & out side plastering CM 1:3 necessary coping in RCC M200, fixing CI steps & fixing manhole frame & covers. (but excluding supply of manhole frame & covers)over manholes & house connections, chambers & fixing manhole covers (but excluding supply of manhole covers) over scraper manholes etc. complete, providing & fixing safety chain wherever necessary as per the stipulation in the type design complete (excl. excavation)

4.1

Manhole type "A" circular type having inside dia. of 1200 mm for depth upto 1.50 mt. for 150 mm to 500 mm dia sewer.

4.1.1 240

Manhole type "A" as above but upto 1.00 mt. depth. 2640 NOS. 633600 608/1

4.1.2 30

Extra depth beyond 1.00 mt. but upto 1.50 mt. depth for "A" type manhole above. 1632 RMT 48960 608/2

4.2

manhole type "B" circular type having inside dia of minimum 1500 mm & for depth from 1.5 mt to 4.00 mt. (for 150 mm to 600 mm dia sewer)

4.2.1 220

Manhole type "B" as above but upto 1.50 mt. depth. 4960 NOS. 1091200 608/3

4.2.2 220

Extra depth beyond 1.50 mt. but upto 4.00 mt. depth for "B" type manhole above. 2604 RMT 572880 608/4

4.3

manhole type "C" circular type having inside dia of minimum 1500 mm & for depth from 4.0 mt to 6.00 mt. (for 150 mm to 1800 mm dia sewer)

4.3.1 22

Manhole type "C" as above but upto 4.0 mt. depth. 15456 NOS. 340032 608/5

4.3.2 10

Extra depth beyond 4.00 mt. but upto 6.00 mt. depth for "C" type manhole above. 4068 RMT 40680 608/6

4.4

Scraper manhole pipe "SI" rectangular type for 600 mm dia to 1200 mm dia sewer pipes & for depth 2.5mt. To 9.0 mt.

4.4.1 10

Scraper manhole pipe "SI" as above but upto 2.5 mt. depth 15240 NOS. 152400 610/1

4.4.2 2

Extra depth beyond 2.5 mt. & upto 9.0 mt. depth for type "SI" scraper manhole as above. 4596 RMT 9192 610/2




5

6920

Removing the surplus earth after refilling the trenches as directed with in the Municipal Corporation limits incl. spreading etc. complete 33 M3 228360 712

6

369

Providing, supplying & fixing the manhole frames & covers in CC 1:2:4 incl. finishing etc. complete. 10 T,MD 690 1 PAIR 254610

659+660

7

123

Providing, supplying & fixing the manhole frames & covers in CC 1:2:4 incl. finishing etc. complete. 20 T,MD 900 1 PAIR 110700

666+668





10.1 19508 WBM 55 M2 1072940 MR

10.2 12875 Asphalt 85 M2 1094375 MR

17913411

Rs..17914000

Rupees One Crore Seventy Nine Lakhs Fourteen Thousand Only.





1








1.1.1 10190




1.2 1.50 to 3.00 mt. depth



1.3 3.00 to 4.50 mt. depth


1.4 4.50 to 6.00 mt. depth


1.5 6.00 to 7.50 mt. depth

2

690





design) 1170 M3 807300 616/2

3


ware pipes & RCC pipes in CM 1:1 of










3.1.4 40


pipes 256 RMT 10240 906

950


pipes 853 RMT 810350 921

3.1.8 820


pipes 1133 RMT 929060 921-A

40


pipes 1654 RMT 66160 923




4

















4.1




sewer.

4.1.1 131


1.00 mt. depth. 2640 NOS. 345840 608/1

4.1.2

21



above. 1632 RMT 34272 608/2

4.2





4.2.1 99


1.50 mt. depth. 4960 NOS. 491040 608/3

4.2.2

100



above. 2604 RMT 260400 608/4

4.3





4.3.1 40


mt. depth. 15456 NOS. 618240 608/5

4.3.2

20



above. 4068 RMT 81360 608/6

6

Manhole type "S1" as above but upto

4.0 mt. depth. 15240 NOS. 91440 610/1

10


6.00 mt. depth for "S1" type manhole

above. 4596 RMT 45960 610/2




5

3550





6

206




1

PAIR 142140

659+

660

7

70




1

PAIR 63000

666+

668





10.1 10366 WBM 55 M2 570114 MR

10.2 6841 Asphalt 85 M2 581516 MR

9741731

Rs. … 9742000

Rupees Ninety Seven Lakhs Forty Two Thousand only/.





1








1.1.1

33400



roads. 39.5 M3 1319300 23+28/2


1.2 1.50 to 3.00 mt. depth



1.3 3.00 to 4.50 mt. depth


1.4 4.50 to 6.00 mt. depth


2

1820






3









jointing materials.



3.1.4 230


pipes 256 RMT 58880 906

3.1.5 210


pipes 602 RMT 126420 918

3.1.6 1030


pipes 638 RMT 657140 919

3.1.7 260


pipes 707 RMT 183820 920

3.1.8 690


pipes 1133 RMT 781770 921-A




4

















4.1




sewer.

4.1.1 632


1.00 mt. depth. 2640 NOS. 1668480 608/1

4.1.2

70



above. 1632 RMT 114240 608/2

4.2





4.2.1 361


1.50 mt. depth. 4960 NOS. 1790560 608/3

4.2.2

260



above. 2604 RMT 677040 608/4

4.3




mm to 1800 mm dia )

4.3.1 46


mt. depth. 15456 NOS. 710976 608/5

4.3.2

30



above. 4068 RMT 122040 608/6

5

19420





6

759



incl. finishing etc. complete. 10 TMD 690

1

PAIR 523710

659+

660




7

260




1

PAIR 234000

666+

668





10.1 35550 WBM 55 M2 1955250 MR

10.2 23463 Asphalt 85 M2 1994355 MR

25798310

Say..Rs..25800000

Rupees Two Crore Fifty Eight Lakhs.



BILL OF QUANTITIES FOR COLLECTIVE SYSTEM OF T.P. SCHEME NO. 8 slum


1








1.1.1

14980



roads. 39.5 M3 591710 23+28/2


1.2 1.50 to 3.00 mt. depth



1.3 3.00 to 4.50 mt. depth


1.4 4.50 to 6.00 mt. depth


1.5 6.00 to 7.50 mt. depth

1.5.1 280 in hard rock & soft rock

2

890






3









jointing materials.




3.1.4 100


pipes 256 RMT 25600 906

3.1.5 270


pipes 602 RMT 162540 918

3.1.6 160


pipes 638 RMT 102080 919

3.1.7 180


pipes 707 RMT 127260 920

1000


pipes

853 RMT 853000 921




3.1.8 260


pipes 1133 RMT 294580 921-A

4















fixing safety chain wherever

necessary as per the stipulation in the

type design complete (excl.

excavation)

4.1




500 mm dia sewer.

4.1.1 262


1.00 mt. depth. 2640 NOS. 691680 608/1

4.1.2

30



above. 1632 RMT 48960 608/2

4.2





sewer)

4.2.1 138


1.50 mt. depth. 4960 NOS. 684480 608/3

4.2.2

130



above. 2604 RMT 338520 608/4

4.3





4.3.1 32


4.0 mt. depth. 15456 NOS. 494592 608/5

4.3.2 30


6.00 mt. depth for "C" type manhole 4068 RMT 122040 608/6

9

Manhole type "D1" as above but upto

6.0 mt. depth. 22764 NOS. 204876 608/7

10


10.00 mt. depth for "D1" type





5

12460





6

331



incl. finishing etc. complete. 10 TMD 690 1 PAIR 228390

659+66

0

7

110



incl. finishing etc. complete. 20 TMD 900 1 PAIR 99000

666+66

8





10.1 15874 WBM 55 M2 873082 MR

10.2 10477 Asphalt 85 M2 890543 MR

13159627

Say..Rs…13160000

Rupees One Crore Thirty One Lakhs Sixty Thousand Only.

___________

City Engineer




9.4.2 Estimates of House Connections of Phase-III (Part-1)

BILL OF QUANTITIES OF HOUSE CONNECTION WORK FOR T.P. SCHEME NO. 1

No. Qty Item Rate Per Amount SOR No.

1 22030

Excavation in all soils, soft & hard

murrum etc. complete with refilling

the trenches. 39.5 M3 870185 23+28/2

2 36150

Providing, supplying, lowering &

jointing of 100 mm dia. Salt

glazzed stone ware pipe class "A"

incl. jointing material. 85 RMT 3072750 855/2

3 1930


(M100) using 12 to 25 mm

machine crushed metal incl.

consolidation, curing, etc complete.

( c type bedding as per type design) 1170 M3 2258100 616/2

4

House connection chamber as per

type design

4.1 3254 Up to 0.60 mt. depth 770 NOS. 2505195 614

4.2 1085 Above 0.60 mt. depth 1000 NOS. 1084500 612

5 4338

Providing, supplying & fixing pre-

cast RCC frame & cover 5 MT

capacity. 600 1 PAIR 2602800 657+659

6 27530 Breaking of pavement surface 18 M2 495540 43

7 2892 Making holes in manholes 20 NOS. 57840 592

8 13660

Removing surplus earth from the

site etc. complete as directed 33 M3 450780 712

9 Re-instating the road surface

10 27530 WBM 55 M2 1514150 MR

11 16518 Asphalt 85 M2 1404030 MR

16315870

Say Rs. 16316000

Only Rupees One Crore Sixty Three lakhs Sixteen thousand.



BILL OF QUANTITIES OF HOUSE CONNECTION WORK FOR T.P. SCHEME NO. 1 Part 2 & T.P. 4


No.

1 41190

Excavation in all soils, soft & hard murrum etc. complete with refilling the trenches. 39.5 M3 1627005 23+28/2

2 3600

Providing c.c. bedding in 1:3:6 (M100) using 12 to 25 mm machine crushed metal incl. consolidation, curing, etc complete. ( c type bedding as per type design) 1170 M3 4212000 616/2

3 67600

Providing, supplying, lowering & jointing of 100 mm dia. Salt glazzed stone ware pipe class "A" incl. jointing material. 85 RMT 5746000 855/2

4 House connection chamber as per type design

4.1 6084 Up to 0.60 mt. depth 770 NOS. 4684680 614


5 8112

Providing, supplying & fixing pre-cast RCC frame & cover 5 MT capacity. 600

1 PAIR 4867200 657+659



8 20850 Removing surplus earth from the site etc. complete as directed 33 M3 688050 712


10 51480 WBM 55 M2 2831400 MR

11 30888 Asphalt 85 M2 2625480 MR

30344615

Rs. 30345000

Only Rupees Three Crore Three Lakhs Forty five thousand.





No.

1 26200



the trenches. 39.5 M3 1034900 23+28/2

2 43000


jointing of 100 mm dia. Salt

glazzed stone ware pipe class "A"

incl. jointing material. 85 RMT 3655000 855/2

3 2290






4


type design

4.1 3870 Up to 0.60 mt. depth 770 NOS. 2979900 614


5 5160



capacity. 600 1 PAIR 3096000 657+659



8 12120

Removing surplus earth from the

site etc. complete as directed 33 M3 399960 712


10 32750 WBM 55 M2 1801250 MR

11 19650 Asphalt 85 M2 1670250 MR

19264860

Rs…19265000

Only Rupees One crore ninty two lakhs Sixty five thousand.





No.

1 17730


murrum etc. complete with refilling the

trenches. 39.5 M3 700335 23+28/2

2 29100


jointing of 100 mm dia. Salt glazzed

stone ware pipe class "A" incl. jointing

material. 85 RMT 2473500 855/2

3 1550





design) 1170 M3 1813500 616/2

4

House connection chamber as per type

design

4.1 2619 Up to 0.60 mt. depth 770 NOS. 2016630 614


5 3492

Providing, supplying & fixing pre-cast

RCC frame & cover 5 MT capacity. 600

1

PAIR 2095200 657+659



8 12050

Removing surplus earth from the site

etc. complete as directed 33 M3 397650 712


10 22160 WBM 55 M2 1218800 MR

11 13296 Asphalt 85 M2 1130160 MR

13164215

Say Rs….13165000

Only Rupees One crore Thirty One lakhs Sixty Five thousand.





No.

1 18550


murrum etc. complete with refilling the

trenches. 39.5 M3 732725 23+28/2

2 30450




material. 85 RMT 2588250 855/2

3 1630





design) 1170 M3 1907100 616/2

4


design

4.1 2741 Up to 0.60 mt. depth 770 NOS. 2110185 614


5 3654



1

PAIR 2192400 657+659



8 12350




10 23190 WBM 55 M2 1275450 MR

11 13914 Asphalt 85 M2 1182690 MR

13775990

Rs…13776000

Rupees One Crore Thirty Seven Lakhs Seventy Six Thousand Only/.





No.

1 14990



the trenches. 39.5 M3 592105 23+28/2

2 24600


jointing of 100 mm dia. Salt glazed


material. 85 RMT 2091000 855/2

3 1310






4


design

4.1 2214 Up to 0.60 mt. depth 770 NOS. 1704780 614


5 2952



1

PAIR 1771200 657+659



8 11020




10 18740 WBM 55 M2 1030700 MR

11 11244 Asphalt 85 M2 955740 MR

11156565

Say Rs….11157000

Rupees One Crore Eleven Lakhs Fifty Seven Thousand Only/-





No.

1 8410



the trenches. 39.5 M3 332195 23+28/2

2 13800



stone ware pipe class "A" incl.

jointing material. 85 RMT 1173000 855/2

3 740






4


type design

4.1 1242 Up to 0.60 mt. depth 770 NOS. 956340 614


5 1656



capacity. 600 1 PAIR 993600 657+659



8 3900




10 10510 WBM 55 M2 578050 MR

11 6306 Asphalt 85 M2 536010 MR

6188955

Say Rs. 6189000

Only Rupees Sixty one lakhs eighty nine thousand.





No.

1 31650



the trenches. 39.5 M3 1250175 23+28/2

2 51950





3 2770






4


type design

4.1 4676 Up to 0.60 mt. depth 770 NOS. 3600135 614


5 6234



capacity. 600 1 PAIR 3740400 657+659



8 17270




10 39560 WBM 55 M2 2175800 MR

11 23736 Asphalt 85 M2 2017560 MR

23364330

Say…Rs…23365000

Only Rupees Two crore thirty six lakhs five thousand.



BILL OF QUANTITIES OF HOUSE CONNECTION WORK

FOR T.P. SCHEME NO. 8 slum


No.

1 13440



the trenches. 39.5 M3 530880 23+28/2

2 22050





3 1175






4


type design

4.1 1985 Up to 0.60 mt. depth 770 NOS. 1528065 614


5 2646



capacity. 600 1 PAIR 1587600 657+659



8 6220




10 16800 WBM 55 M2 924000 MR

11 10080 Asphalt 85 M2 856800 MR

9880785

Say Rs….9881000

Rupees Ninety Eight Lakhs Eighty One thousand Only/-

___________

City Engineer




9.4.3 Estimates of Pumping Stations Civil work of Phase-III (Part-1)

Sub Estimate

Name of Work : Design, Construction, testing and commissioning of civil component of sewage pumping station under sewage project phase-III ( Part-1) for Mavdi pumping station APS-01

Abstract-A

Sr. No.

Quantity Description Rate Per Amount SOR No.

1 EXCAVATION

1.1 0.00 to 1.5 mt depth

1.1.1 80.00 in all soil soft/hard murrum 39.50 cum 3160.00

23+28/2

1.1.2 30.00 do soft / hard rock 135.00 cum 4050.00

33+38/2

1.2 75.00 1.51 to 3 mt depth in hard rock 210.00 cum 15750.00 39

1.3 75.00 3.00 to 4.50 mt in hard rock 240.00 cum 18000.00 40

1.4 75.00 4.50 to 6.00 mt hard rock 295.00 cum 22125.00 11


1.6 75.00 7.50 to 9.00 mt hard rock 421.25 cum 31593.75 42+55


2 11.00 1:3:6 CC in foundation with 15 mm to 1230.00 cum 13530.00 278

20 mm size kapchi etc complete

3

10.00 Brick masonry in CM 1:6 in foundation and plinth 1059.00 cum 10590.00 114

4

2.00 1:2:4 CC for plinth beam with foam work including finishing etc. 2358.00 cum 4716.00 294

5

130.00 Refilling the trench in plinth materials brought from outside 60.00 cum 7800.00 103

6 25.00 Brick masonry in super structure 1059.00 cum 26475.00 114

in CM 1:6 etc complete

7

2.50 RCC 1:2:4 for footing of columns with centering shuttering 1890.00 cum 4725.00 300

8

7.75

RCC 1:2:4 for slab with 12 mm to 20 mm size machine crushed kapchi and necessary centering and shuttering etc complete 2222.00 cum 17220.50 291

9 1.60 do for beams 2358.00 cum 3772.80 294

10 1.45 do for chhajas 2660.00 cum 3857.00 295

11 5.95 do for columns 2422.00 cum 14410.90 292

12 1.40 do for lintels 2440.00 cum 3416.00 293

13 200.00 20 mm thick sand face cement 59.00 Sq. Mt 11800.00 157

plaster in CM 1:3 with sponging etc. Complete in two coats

14 161.00 12 mm thick cement plaster incl. 42.00 Sq. Mt 6762.00 146

finishing in CM 1:3

15 161.00 Water bound distemper in 2 coats 12.25 Sq. Mt 1972.25 168

16

200.00 Snowcem color of approved quality in two coats over a base coat 17.00 Sq. Mt 3400.00 170

17

15.00 steel work for window and ventilation 810.00 Sq. Mt 12150.00 327



Sr. No. Quantity

Description Rate Per Amount SOR No.

18

20.00

Rolling shutter of approved design and quality with two coat of oil paint etc., complete 770.00 Sq. Mt 15400.00 353

19

30.00 Kota stone polished tiles of average 18 to 25 mm thick etc complete 240.00 Sq. Mt 7200.00 191

20 40.00 Mosaic tiles 159.00 Sq. mt 6360.00 202

21

25.00 Rain water pipe CI 100 mm dia comp 178.00 rmt 4450.00

gwssb 17/160

22

8.00 Fan hooks from MS bar of 12 mm dia 22.00 No 176.00 1091

23 30.00 Fixing CI steps etc complete 138.00 No 4140.00

24 200.00

MS section of various size channel, angle girder etc, 39.80 Kg 7960.00 823

25

20.00

CC in M25 for bottom slab without centering

2319.00 cum 46380.00

gwssb d4-

11+5

26 71.00 CC in M25 for vertical walls 4000.00 cum 284000.00

do 1-v1

27 4.15 CC in M25 for top slab 2868.00 cum 11902.20 291

28 2.75 CC in M-25 for beams 3003.00 Sq. mt 8258.25 294

29 33.30 Bottom IPS 50 mm thick 77.00 Sq. mt 2564.10 208

30

315.00

Cement plaster 20 mm thick in CM 1:3 with water proofing to RCC wall inside 59.00 rmt 18585.00 157

31 116.00 Providing CI MH cover & frames 21.00 No 2436.00 gwssb

32 1.00 fixing of MH frame and cover 2000.00 No 2000.00 MR

33 1.00

providing and fixing water level indicator 2450.00 No 2450.00 gwssb

34 1500.00 Supplying MS special flange 50.00 Kg 75000.00

WWB 302

35 150.00 Providing, cutting, placing, TOR steel 3600.00 Qtl 540000.00 gwssb

including binder wires etc comp with anticorrosive treatment.

36 -- Gates misc. and job work LS -- 100000.00 MR

1416343.95

Say Rs. 1416400.00

Plus Compound wall as per Abstract-B 415400.00

Total Amount Rs. 1831800.00



NAME OF WORK : CONSTRUCTION OF COMPOUND WALL AT MAVDI DRAINAGE PUMPING STATION ( DRAINAGE PHASE-III ) PART-1 Abstract-B

Sr. No.


1 205.00 Excavation for foundation in soft and hard murrum with average rate and depth up to 1.50 mt. with clearing the site by shifting & spreading excavated stuff up to 90 mt. lead, as per instruction. 39.50 Cu. Mt. 8097.50

23+28/2

2 11.50 ~~Do~~ In soft & hard rock (Ave.)

135.00 Cu. Mt. 1552.50 33+38/

2

3 61.50 ~~Do~~ 1.51 to 3.0mt. In soft & hard rock (Ave.) 166.50 Cu. Mt. 10239.75

34+39/2

4 34.00 ~~Do~~ 3.01 to 4.50mt. In soft & hard rock (Ave.) 199.50 Cu. Mt. 6783.00

35+40/2

5 2.00 Supplying & Fixing R.C.C. pre-cast Frame & cover (Pair) 20 ton cap. 900.00 Pair 1800.00

666+668

6 15.00 Supplying, lowering laying & jointing RCC pipe 600mm Dia NP_3 Class 1133.00 Rmt. 16995.00 921

7 22.50 Supplying, lowering laying & jointing

RCC pipe 600mm Dia NP_2 Class 532.00 Rmt. 11970.00 913

8 7.50 C.C. Bedding Type C in 1:3:6 1170.00 Cu. Mt. 8775.00 616/2

9 2.00 Constructing Manhole Type "C" 15456.00 Nos. 30912.00 608/5

10 1.10 ~~Do~~ Extra depth in Type "C" 4068.00 Rmt. 4474.80 608/6

11 9.00 P.C.C. 1:4:8 in foundation 922.00 Cu. Mt. 8298.00 58

12 84.00 Foundation masonry with rubble cement mortal in 1:6 cement :sand proportion

494.00 Cu. Mt. 41496.00 64

13 75.00 Rubble plinth masonry work in C.M. 1:6 & with cement pointing 1:3

536.00 Cu. Mt. 40200.00 70

14 11.00 C.C. Coping work 1:2:4 1459.00 Cu. Mt. 16049.00 136

15 51.00 Brick masonry with C.M. 1:6 1059.00 Cu. Mt. 54009.00 114

16

455.00 Sand face cement plaster 20mm thick In C.M. 1:3 ( Double Coat) 57.00 Sq. Mt. 25935.00 150

17 462.00 Water Proof cement paint two coat or base coat 17.00 Sq. Mt. 7854.00 170

18 390.00 Steel work as per instruction 39.80 Kg. 15522.00 823

19 825.00 TOR steel work comp. for R.C.C. work 33.00 Kg. 27225.00 302

20 142 Patta work on plaster 10cm wide 19 Rmt. 2698.00 162

21 1.40 C.C. in 1:2:4 1500.00 Cu. Mt. 2100.00 281

22 1.00 C.C. in 1:2:4 for beam 2358.00 Cu. Mt. 2358.00 294

23 1.00 C.C. in 1:2:4 for chajja 2660.00 Cu. Mt. 2660.00 295

24 34.00 Fixing steel angle on proper alignment 8.00 Nos. 272.00 540

25 300.00 Supplying & Fixing Barbed wire in Fencing 7.00 Rmt. 2100.00 538

26 19.00

Oil paint work for Door, Windows, Grills etc. with two coats 23.00 Sq. Mt. 437.00 473

27 33.00 Cement plaster Rough cast in C.m. 1:3 37.00 Sq. Mt. 1221.00 147

352033.50



Name of Work : Design, Construction, testing and commissioning of civil component of sewage

pumping station under sewage project phase-III ( Part-1) for

Kalawad Road pumping station APS-02

Abstract-A

Sr. No. Quantity Description Rate Per Amount SOR No.

1 EXCAVATION

1.1 0.00 to 1.5 mt depth

1.1.1 293 in all soil soft/hard murrum 39.5 Cum 11573.5 (23+28)/2

1.1.2 572 -do- in soft/hard rock 135.00 Cum 77220.00 (33+38)/2

1.2 835.00 1.51 to 3.0 mt depth in hard

rock

210.00 Cum 175350 39

1.3 830.00 3.01 to 4.5 mt -do- 240.00 Cum 204100.00 40

1.4 825.0 4.51 to 6.0 mt -do- 295.00 Cum 213375.00 11

1.5 825.00 6.01 to 7.5 m -do- 337.00 Cum 278025.00 42

1.6 800.00 7.51 to 9.0 m -do- 421.25 Cum 337000.00 42+55

1.7 76.00 9.01 to 10.5 m -do- 526.56 Cum 10018.56 12+55

2 260.00 Anchor fastener 32 mm dia

CRS Fe 500 with drill hole and

supply fixing with pull out test

complete item

850.00 No.s 221000.00 MR

3 76.00 PCC in M 100 123.00 Cum 93480.00 278

4 590.00 CC M250 for base slab

without centering

2319.00 Cum 1386762.00 GWSSB

d4-11+5

5 657.00 CC M250 for wall 1000.00 Cum 2628000.00 do 1-VI

6 16.00 CC M250 for column 3067.00 Cum 49072.00 292-B

7 18.00 CC M200 for column 2655.00 Cum 47790.00 292-A

8 57.00 CC M250 for beams 3003.00 Cum 171171.00 291

9 19.00 CC M200 for beams 2590.00 Cum 49210.00 294

10 44.00 CC M200 for top slab 2868.00 Cum 126192.00 291

11 13.00 CC M250 for top slab 2156.00 Cum 105608.00 291

12 3.00 CC M200 for chajja 2800.00 Cum 8400.00 295

13 9.00 CC M200 for motor

foundation

1920.00 Cum 17200.00 202

14 2.00 CC M200 for lintel 2110+110 2580.00 Cum 5160.00 293

15 95.00 Brick masonry in CM 1:4 1059.00 Cum 100605.00 114

16 2510.00 Cement plaster 20 mm thick

with niru finishing (water

proof)

59.00 sq mt 140090.00 157


with sand fase finishing (water

proof)

59.00 sq mt 25665.00 157


with niru finish

42.00 sq mt 32760.00 116

19 295.00 Kota stone flooring 15 to 25

mm thick with 50 mm c.m.

bedding in 1:3

240.00 sq mt 70800.00 191

20 460.00 IPS flooring 50 mm thick 77.00 sq mt 35120.00 208

21 18.00 Rolling shutter supplying and

fixing with bearing and top

cover complete

770.00 sq mt 13860.00 353




22 8.00 steel door supplying fixing as

per instruction

810.00 sq mt 6180.00 327

23 17.00 steel window supplying fixing

as per instruction

810.00 sq mt 13770.00 327

24 8.00 steel ventilation -do- 810.00 sq mt 8400.00 327

25 3000.00 iron work as per instruction

grill of channel bolt plates

service min. screen etc.

39.80 kg 119100.00 823

26 80.00 CI step supply and fixing 138.00 No.s 1140.00

27 6.00 bolt for motor foundation 2500.00 15000.00 MR

28 slice gate providing supplying

fixing comp as IS

28.1 1.00 -do- for 600 dia pipe 75000.00 Nos. 11330.00 MR

28.2 2.00 -do- for 1200 dia pipe 200000.00 No.s 61840.00 MR

29 780.00 plastic paint with two coat and

one coat of primer

28.00 sq mt 11330.00 177

30 435.00 cement paint with two coat and

one coat of primer

17.00 sq mt 61840.00 170

31 supplying providing fixing in

line level and position of RCC

NP3 class pipe with vata

comp.

31.1 10.00 -do- 600 mm dia pipe 1133.00 Rmt 11330.00 921-1

31.2 20.00 -do- 1200 mm dia pipe 3082.00 Rmt 61840.00 927

32 34.00 Rain water pipe CI 100 mm

dia comp.

178.00 Rmt 6052.00 17/160

33 1.00 Gauntry with monorail about 3

tons capacity with girder and

hoist complete fittings

450000.00 Unit 450000.00 MR

34 1.00 C I Cowl providing and fixing

100 mm dia

88.00 Nos. 1056.00 15/160

GWSSB

35 35.00 stair case railing as per

specification

410.00 Rmt 14350.00 543

36 1.00 water level indicator 2450.00 Nos. 2460.00 D16/66

GWSSB

37 150.00 M S flange ended specials 50.00 Kg 75000.00 ww b 302

38 25.0 fan hook 12 mm dia 22.00 No.s 550.00 1091

39 103500 supply providing fixing with

bending binding and hooking

bind with 18 gauge wire

complete item TMT bar

36.00 Kg 3726000.00 32-b

40 10.00 Glaze tiles (color) supply and

fixing comp

332.00 sq mt 3320.00 201

41 1.00 Indian type w.c. supplying

fixing complete

270.00 Nos. 27.00 834

42.1 20.00 G I pipe supply and fixing

complete 15 mm dia

49.00 Rmt 980.0 931

42.2 10.00 -do 25 mm dia 101.00 Rmt 1010.00 933

43 1.00 brass wheel valve supply and

fixing 110 mm dia

133.00 Nos. 133.00 951




44 3.00 water tap supply and fixing 15

mm dia

49.00 No.s 147 939

45 10.00 PVC pipe supply and fixing

110 mm dia

141.00 Rmt 1410.00 885

46 1.00 Flush valve supply and fixing 264.00 No.s 264.00 835

47.1 1.00 wash basin supply and fixing

660 x 410 mm with CI bracket

and west pipe fixing

493.00 No.s 493.00 825

48 15.00 UCR masonry in c.m. 1:6 536.00 Cum 8040.00 70

Total 11743967.06

11745000.00

Part-A for wet well office panel room etc. Rs.1,17,45,000-00

Part-B for generator room Rs. 5,40,000-00

Total estimate cost PART-A + B Rs.1,22,85,000-00

Tender premium 10.71% Rs. 13,15,000-00

Total Rs. Rs.1,36,00,000-00

Plus compound wall as per abstract-B Rs. 651000-00

Total amount ………..Rs.1,42,51,000-00



RAJKOT MUNICIPAL CORPORATION


pumping station under sewage project phase-III ( Part-1) for Gandhigram pumping station

APS-03

Abstract-A

Sr. No. Quantity Description Rate Per Amount SOR

No.

1 EXCAVATION

1.1 0.00 to 1.5 mt depth

1.1.1 108.00 in all soil soft/hard murrum 39.50 cum 4266.00 23+28/2

1.1.2 0.00 do soft / hard rock 135.00 cum 0.00 33+38/2

1.2 89.60 1.51 to 3 mt depth in hard rock 210.00 cum 18816.00 39

1.3 89.60 3.00 to 4.50 mt in hard rock 240.00 cum 21504.00 40






2 11.50

1:3:6 CC in foundation with 15

mm to 20 mm size kapchi etc

complete 1230.00 cum 14145.00 278

3 9.50 Brick masonry in CM 1:6 in

foundation and plinth 1059.00 cum 10060.50 114

4 1.30 1:2:4 CC for plinth beam with

foam work including finishing etc. 2358.00 cum 3065.40 294

5 146.50 Refilling the trench in plinth

materials brought from outside 60.00 cum 8790.00 103

6 34.70 Brick masonry in super structure 1059.00 cum 36747.30 114

in CM 1:6 etc complete

7 2.45 RCC 1:2:4 for footing of columns

with centering shuttering 1890.00 cum 4630.50 300

8 7.75 RCC 1:2:4 for slab with 12 mm to

20 mm size machine crushed

kapchi and necessary centering

and shuttering etc complete 2222.00 cum 17220.50 291

9 1.60 do for beams 2358.00 cum 3772.80 294



12 1.40 do for lintel 2440.00 cum 3416.00 293

13 257.00 20 mm thick sand face cement 59.00 Sq. M 15163.00 157

plaster in CM 1:3 with spunging

etc. Complete in two coats

14 161.00 12 mm thick cement plaster incl. 42.00 Sq. M 6762.00 146

finishing in CM 1:3

15 161.00 Water bound distemper in 2 coats 12.25 Sq. M 1972.25 168

16 257.00 Snowcem color of approved

quality in two coats over a base

coat 17.00 Sq. M 4369.00 170

17 15.00 steel work for window and

ventilation 810.00 Sq. M 12150.00 327

18 20.00 Rolling shutter of approved design 770.00 Sq. M 15400.00 353



Sr. No. Quantity Description Rate Per Amount SOR

No.

19 30.00 Kota stone polished tiles of

average 18 to 25 mm thick etc

complete 240.00 Sq. M 7200.00 191


21 25.00

Rain water pipe AC 75 mm dia

comp rmt 0.00

22 8.00

Fan hooks from MS bar of 12 mm

dia 22.00 No 176.00 1091


24 290.00

MS section of various size

channel, 39.80 Kg 11542.00 823

angle girder etc

25 28.60 CC in M25 for bottom slab

without centering 2319.00 cum 66323.40

gwssb

d4-11+5

26 138.75 CC in M25 for vertical walls 4000.00 cum 555000.00 do 1-v1




30 322.00 Cement plaster 20 mm thick in

CM 1:3 with water proofing to

RCC wall inside 59.00 rmt 18998.00 157

31 30.00 Providing & Supplying CI coevals 88.00 No 2640.00

gwssb

15/160

32 116.00 Providing CI MH cover & frames 21.00 No 2436.00 gwssb

33 1.00 fixing of MH frame and cover 2000.00 No 2000.00 MR

34 30.00 Fixing Coevals in the Slab 63.55 No 1906.50 gwssb

34 1.00 providing and fixing water level 2450.00 No 2450.00 gwssb

indicator

35 1500.00 Supplying MS special flange 50.00 Kg 75000.00

WWB

302

36 231.00

Providing, cutting, placing, TOR

steel 3600.00 Qtl 831600.00 gwssb

including binder wires etc comp

with anticorrosive treatment.


2108705.40

Say 2109000.00



RAJKOT MUNICIPAL CORPORATION


pumping station under sewage project phase-III ( Part-1) for Riaya main drainage pumping

station MPS

Abstract-A

Sr.

No.


1 EXCAVATION

1.1 0.00 to 1.5 mt depth

1.1.1 1575.00 in all soil soft/hard murrum 39.50 cum 62212.50 23+28/2

1.1.2 1495.00

1.51 to 3 mt depth in hard

rock 210.00

cum 313950.00 39

1.1.3 1480.00 3.00 to 4.50 mt in hard rock 240.00 cum 355200.00 40

1.1.4. 1400.00 4.50 to 6.00 mt hard rock 295.00 cum 413000.00 11

1.1.5 395.00 6.00 to 7.50 mt hard rock 337.00 cum 133115.00 42

2 138.50

1:3:6 CC in foundation with

15 mm to 20 mm size kapchi

etc complete

1230.00

cum 170355.00 278

3 31.00 Brick masonry in CM 1:6 in

foundation and plinth 1059.00

cum 32829.00 114

4 7.50

1:2:4 CC for plinth beam

with foam work including

finishing etc

2358.00

cum 17685.00 294

5

950.00 Refilling the trench in plinth

materials brought from

outside

60.00

cum 57000.00 103

6 261.00

Brick masonry in super

structure in CM 1:6 etc

complete

1059.00

cum 276399.00 114

7 12.00 RCC 1:2:4 for footing of

columns with centering

shuttering

1890.00

cum 22680.00 300

8 113.20 RCC 1:2:4 for slab with 12

mm to 20 mm size machine

crushed kapchi and

necessary centering and

shuttering etc complete

2222.00

cum 251530.40 291

9 16.85 do for beams 2358.00 cum 39732.30 294



12 5.75 do for lintel 2440.00 cum 14030.00 293

13 748.00

12 mm thick sand face

cement plaster in CM 1:3

with spunging etc complete

in two coats

59.00

Sq. M 44132.00 157

14 798.00

12 mm thick cement plaster

incl. finishing in CM 1:3 42.00

Sq. M 33516.00 146

15 798.00

Water bound distemper in 2

coats 12.25

Sq. M 9775.50 168

16 748.00 Snowcem color of approved

quality in two coats over a

base coat 17.00 Sq. M 12716.00 170



Sr.

No.


17 36.00 steel work for window and

ventilation 810.00 Sq. M 29160.00 327

18 26.00 Rolling shutter of approved

design and quality with two

coat of oil paint etc

complete. 770.00 Sq. M 20020.00 353

19 286.00 Kota stone polished tiles of

average 18 to 25 mm thick

etc complete 240.00 Sq. M 68640.00 191


21 130.00 Rain water pipe CI 100 mm

dia comp 178.00 rmt 23140.00

gwssb

17/160

22

30.00

Fan hooks from MS bar of

12 mm dia 22.00 No 660.00 1091


24 30.00

MS section of various size

channel, 39.80 Kg 1194.00 823

angle girder etc

25 395.00 CC in M25 for bottom slab

without centering 2319.00 cum 916005.00

gwssb

d4-11+5

26 353.00 CC in M25 for vertical walls 4000.00 cum 1412000.00 do 1-v1


28 2.50 CC in M15 for RCC stair 1856.00 cum 4640.00 299



31 1429.00

Cement plaster 20 mm thick

in CM 1:3 with water

proofing to RCC wall inside 59.00 rmt 84311.00 157

32 40.00 Providing and supplying CI

coevals 88.00 No 3520.00

gwssb

15/160

33 1800.00

Providing CI MH cover &

frames 21.00 No 37800.00 gwssb

34 2.00

fixing of MH frame and

cover 2000.00 No 4000.00 MR

35 60.00 Fixing coevals in the slab 63.55 No 3813.00 gwssb

36 1.00

providing and fixing water

level indicator 2450.00 No 2450.00 gwssb

37 5000.00 Supplying MS special flange 50.00 Kg 250000.00 WW 302

38 1175.00

Providing, cutting, placing,

TOR steel including binder

wires etc comp 3600.00 Qtl 4230000.00 gwssb


10337642.80

Say Rs. 10338000.00

Plus Compound wall

as per Abstract-B 776000.00

Total Amount Rs.

11114000.00



NAME OF WORK : CONSTRUCTION OF COMPOUND WALL AT RAIYA MAIN DRAINAGE

PUMPING STATION ( DRAINAGE PHASE-III ) PART-1

Abstract-B

No Quantity Description Rate Per Amount SOR

1 80.00 Excavation for foundation in soft and

hard murrum with average rate and

depth up to 1.50 mt. with clearing the

site by shifting & spreading excavated

stuff up to 90 mt. lead, as per

instruction

39.50 Cu. Mt. 3160.00 23+28/2

2 44.00 Foundation masonry with rubble

cement mortar in 1:6 cement :sand

proportion

494.00 Cu. Mt. 21736.00 64

3 142.00 Rubble plinth masonry work in C.M.

1:6 & with cement pointing 1:3

536.00 Cu. Mt. 76112.00 70

4 57.00 C.C. Coping work 1:2:4 1459.00 Cu. Mt. 83163.00 136

5 36.00 C.C. Footing with 1:2:4 1890.00 Cu. Mt. 68040.00 300

6 34.00 C.C. Column with 1:2:4 2422.00 Cu. Mt. 82348.00 292

7 2874.00 TOR steel work for R.C.C. work 33.00 Kg. 94842.00 302

8

903.00 M.S. Round steel work comp. for

R.C.C. work

31.80 Kg. 28715.40 301

9 144.00 Brick masonry with C.M. 1:6 1059.00 Cu. Mt. 152496.00 114

10 28.00 Supplying & fixing 110mm. PVC.

Pipe of 4Kg/Cm^2 with required

specials

141.00 Rmt. 3948.00 883

11 93.00 Supplying & fixing 90mm. PVC. Pipe

of 4Kg/Cm^2 with spec

101.00 Rmt. 9393.00 882

12 1247.00 Sand face cement plaster 20mm thick

In C.M. 1:3 ( Double Coat)

57.00 Sq. Mt. 71079.00 150

13 1236.00 Water Proof cement paint two coat or

base coat

17.00 Sq. Mt. 21012.00 170

14 985.00 Steel work as per instruction 39.80 Kg. 39203.00 823

15 720.00 Supplying & Fixing Barbed wire in

Fencing

7.00 Sq. Mt. 5040.00 538

16 75.00 Fixing steel angle on proper

alignment

8.00 Nos. 600.00 540

17 70.00 Oil paint work for Steel, Angle and

Railing with two shades

6.00 Rmt. 420.00 1029

18 25.00 Oil paint work for Door, Windows,

Grills etc. with 2 coats

23.00 Sq. Mt. 575.00 473

19 11.00 P.C.C. 1:3:6 1097 Cu. Mt. 12067.00 61

20 35.00 Cement plaster Rough cast in C.m.

1:3

37.00 Sq. Mt. 1295.00 147

21 16.00 Cement plaster with niru finishing 42.00 Sq. Mt. 672.00 146

775916.40

Say …………….Rs..776000.00

___________

City Engineer




9.4.4 Estimates of Rising Mains (PS pipes) of Phase-III (Part-1)

Detailed Estimate for Pumping Main Pipeline For

Auxiliary Pumping Station Of Mavdi ( APS - 1 )

Item

No. Quantity Description Rate Rs. Per Amount SOR No.

1 Excavation of pipeline trenches and

valve chamber incl. all safety

provisions using rails etc including

refilling the trenches & stacking the

excavated stuff upto a lead of 90mt

as directed

In all sorts of soil, soft murrum, hard

murrum & macadam roads.

1020.00 up to 0 - 1.50 mt. 39.50 cu mt. 40290.00 23+28/2

255.00 Do- in soft & hard rock 135.00 cu mt. 34425.00 33+38/2

425.00 Up to 1.50 to 3.0 mt. 166.50 cu mt. 70762.50 34+39/2

Do- in soft & hard rock

2 Providing sand or murrum bedding

incl. comp.

63.00 From selected excavated earth 11.00 cu mt. 693.00 15/A p-66

63.00 From outside beyond 2.0 km lead 27.50 cu mt. 1732.50 15/B p-67

3 840.00 Providing & supplying 400 mm dia.

ISI standard P.S.C. pipes in standard

lengths of 12 kg/cm2 class of 400

mm dia as per I.S. 784-1989 incl.

Rubber ring joints incl. All taxes etc

supply at site.

1431.00 Rmt. 1202040.00

MR

4 840.00 Lowering laying & jointing P.S.C.

pipes & specials of 400 mm dia.

Including all required materials in

proper position, grade and alignment

as directed incl. Giving hydraulic

test etc. comp.

48.00 Rmt. 40320.00

9/4/61

5 5000.00 Providing M.S. specials like Bends,

Flanged Tee, etc. suitable to P.S.C.

400 mm pipe incl. all taxes etc.

comp.

58.75 Kg. 293750.00

WW/345

6 20.00 1:3:6 CC (M 100) for encasing the

pipes incl. Finishing etc. comp.

1170.00 cu mt. 23400.00 616/2

7 15.00 1:2:4 CC (M 150) for RCC thrust

blocks over the pipes with centering

incl. Finishing etc. comp.

1500.00 cu mt. 22500.00

8 1.00 Providing Sluice valve 400 mm dia

PN-1 class IS 2906 ISI marked incl.

all taxes.

36415.00 cu mt. 36415.00

ww/A/135

9 1.00 Fixing of Sluice valve in position

with all fittings & materials for 400

mm dia.

350.00 cu mt. 350.00

ww/B/73

10 5.00 Providing double acting Air valve of

150 mm dia.

2645.00 No.s 13225.00 ww/A/147



Item

No. Quantity Description Rate Rs. Per Amount SOR No.

11 5.00 Fixing double acting Air valve of

150 mm dia incl. all fitting materials

etc. comp.

85.00 No.s 425.00

ww/B/83

12 6.00 Construction of valve chamber in 23

cm thick Brick masonry in CM 1:6

Fdn C.C. 1:4:8, inside 12 mm

cement plaster in C.M. 1:3 etc. incl.

RCC slab 100 mm tk. With Key hole

in two parts, each with handles of

M.S. bars etc upto depth of 1 mt

from G.L. to pipe invert. Excluding

cost of excavation. For chamber size

1.3m * 0.90m and 1 mt deep.

3390.00 No.s 20340.00

C/B/1

13 185.00 Remove surplus earth within the

corporation limits including

spreading etc. comp.

33.00 6105.00

712

14 800.00 Breaking of Aphalt pavement

surface

Conventional

18.00 14400.00

43

15 800.00 Road re-instating work.

WBM

55.00 44000.00 MR

16 800.00 Asphalt 85.00 68000.00 MR

Total Estimated Amount in Rs. 1933173.00

Say Rs. 19,34,000.00



Detailed Estimate for Pumping Main Pipeline For Auxiliary Pumping Station Of Kalawad Road

( APS - 2 )

Item

No. Quantity Description Rate Rs. Per Amount Rs. SOR No.

1 Excavation of pipeline

trenches and valve chamber

incl. all safety provisions using

rails etc including refilling the

trenches & stacking the

excavated stuff upto a lead of

90mt as directed

In all sorts of soil, soft

murrum, hard murrum &

macadam roads.

3776.00 up to 0 - 1.50 mt. 39.50 cumt. 149152.00 23+28/2

958.00 Do- in soft & hard rock 135.00 cumt. 129330.00 33+38/2

3192.00 Up to 1.50 to 3.0 mt. 166.50 cumt. 531468.00 34+39/2


2 Providing sand or murrum

bedding incl. comp.

235.00 From selected excavated earth 11.00 2585.00 15/A p-66

235.00 From outside beyond 2.0 km

lead

27.50 6462.50 15/B p-67

3 1566.00 Providing & supplying 900

mm dia. ISI standard P.S.C.

pipes in standard lengths of 12

kg/cm2 class of 900 mm dia as

per I.S. 784-1989 incl. Rubber

ring joints incl. All taxes etc

supply at site.

3411.00 Rmt. 5341626.00

20/D/5

4 1566.00 Lowering laying & jointing

P.S.C. pipes & specials of 900

mm dia. Including all required

materials in proper position,

grade and alignment as

directed incl. Giving hydraulic

test etc. comp.

140.00 Rmt. 219240.00

9/12/61

5 10000.00 Providing M.S. specials like

Bends, Flanged Tee, etc.

suitable to P.S.C. 900 mm pipe

incl. all taxes etc. comp.

58.75 Kg. 587500.00

WW/345

6 70.00 1:3:6 CC (M 100) for encasing

the pipes incl. Finishing etc.

comp.

1170.00 cumt. 81900.00

616/2

7 25.00 1:3:6 CC (M 150) for RCC

thrust blocks over the pipes

with centering incl. Finishing

etc. comp.

1500.00 cumt. 37500.00

281

8 1.00 Providing Sluice valve 900

mm dia PN-1 class IS 2906 ISI

marked incl. all taxes.

299000.00 cumt. 299000.00

WW/A/141



Item

No. Quantity Description Rate Rs. Per Amount Rs. SOR No.

9 1.00 Fixing of Sluice valve in

position with all fittings &

materials for 900 mm dia.

785.00 cumt. 785.00

WW/B/80

10 12.00 Providing double acting Air

valve of 200 mm dia.

5700.00 No.s 68400.00 WW/A148

11 12.00 Fixing double acting Air valve

of 150 mm dia incl. all fitting

materials etc. comp.

85.00 No.s 1020.00

WW/B/84

12 13.00 Construction of RCC valve

chamber in 15 cm thick walls

with inside 12 mm cement

plaster in C.M. 1:3 etc. incl.

pre-cast RCC slab 150 mm tk.

in four parts, with key hole

each with handles of M.S. bars

etc upto depth of 2 mt from

G.L. to pipe invert. Excluding

cost of excavation. For

chamber size 2.0 m * 2.0 m

and 2 mt deep.

12000.00 156000.00

MR

13 2300.00 Remove surplus earth within

the corporation limits

including spreading etc. comp.

33.00 75900.00

712

14 3152.00 Breaking of Asphalt pavement

surface

Conventional

18.00 56736.00

43

15 1566.00 Paver surface 26.00 40716.00

16

3152.00

Road re-instating work.

WBM 55.00

173360.00 MR

17 1566.00 Asphalt 85.00 133110.00 MR

Total Estimated Amount in

Rs.

8091790.50

Say Rs. 80,92,000.00



Detailed Estimate for Pumping Main Pipeline

For Auxiliary Pumping Station Of Gandhigram ( APS - 3 )

Ite

m

No.

Qty Description Rate Rs. Per Amount

Rs.

SOR

No.


valve chamber incl. all safety provisions

using rails etc including refilling the

trenches & stacking the excavated stuff

upto a lead of 90mt as directed

In all sorts of soil, soft murrum, hard

murrum & macadam roads.

790.00 up to 0 - 1.50 mt. 39.50 cumt

.

31205.00 23+28/

2

198.00 Do- in soft & hard rock 135.00 cumt

.

26730.00 33+38/

2

330.00 Up to 1.50 to 3.0 mt. 166.50 cumt

.

54945.00 34+39/

2


2 Providing sand or murrum bedding incl.

comp.

50.00 From selected excavated earth 11.00 cumt

.

550.00 15/A p-

66

50.00 From outside beyond 2.0 km lead 27.50 cumt

.

1375.00 15/B p-

67

3 650.00 Providing & supplying 400 mm dia. ISI

standard P.S.C. pipes in standard lengths

of 12 kg/cm2 class of 400 mm dia as per

I.S. 784-1989 incl. Rubber ring joints

incl. All taxes etc supply at site.

1431.00 Rmt. 930150.00

MR

4 650.00 Lowering laying & jointing P.S.C. pipes

& specials of 400 mm dia. Including all

required materials in proper position,

grade and alignment as directed incl.

Giving hydraulic test etc. comp.

48.00 Rmt. 31200.00

9_4_61


Flanged Tee, etc. suitable to P.S.C. 400

mm pipe incl. all taxes etc. comp.

58.75 Kg. 235000.00 WW/3

45

6 20.00 1:3:6 CC (M 100) for encasing the pipes

incl. Finishing etc. comp.

1170.00 cumt

.

23400.00 616/2

7 15.00 1:2:4 CC (M 150) for RCC thrust blocks

over the pipes with centering incl.

Finishing etc. comp.

1500.00 cumt

.

22500.00

8 1.00 Providing Sluice valve 400 mm dia PN-

1 class IS 2906 ISI marked incl. all

taxes.

36415.00 cumt

.

36415.00 ww/A/

135

9 1.00 Fixing of Sluice valve in position with

all fittings & materials for 400 mm dia.

350.00 cumt

.

350.00 ww/B/

73

10 5.00 Providing double acting Air valve of 150

mm dia.

2645.00 No.s 13225.00 ww/A/

147



Ite

m

No.

Qty Description Rate Rs. Per Amount

Rs.

SOR

No.

11 5.00 Fixing double acting Air valve of 150

mm dia incl. all fitting materials etc.

comp.

85.00 No.s 425.00 ww/B/

83

12 6.00 Construction of valve chamber in 23 cm

thick brick masonry in C.M. 1:6 with

fdn. of C.C. 1:4:8 inside 12 mm cement

plaster in C.M. 1:3 etc. incl. RCC slab

100 mm Tk. With key hole in two parts,

each with handles of M.S. bars etc up to

depth of 1 mt from G.L. to pipe invert.

Excluding cost of excavation. For

chamber size 1.3m x 0.90 and 1.0mt

deep.

3390.00 No.s 20340.00

C/B/1

14 125.00 Remove surplus earth within the

corporation limits including spreading

etc. comp.

33.00 cumt

.

4125.00

712

15 325.00 Breaking of Asphalt pavement surface

Conventional

18.00 m2 5850.00

43

16 132.00 Paver surface 26.00 m2 3432.00

17 650.00 Road re-instating work.

WBM

55.00 m2

35750.00 MR

18 455.00 Asphalt 85.00 m2 38675.00 MR


Say Rs. 15,16,000.00



Detailed Estimate for Pumping Main Pipeline

For Auxiliary Pumping Station Of Raiya village ( MPS )

Ite

m

No.

Qty Description Rate Rs. Per Amount Rs. SOR No.


valve chamber incl. all safety

provisions using rails etc including

refilling the trenches & stacking the

excavated stuff upto a lead of 90mt

as directed

In all sorts of soil, soft murrum,

hard murrum & macadam roads.

4872.00 up to 0 - 1.50 mt. 39.50 cumt. 192444.00 23+28/2

1218.00 Do- in soft & hard rock 135.00 cumt. 164430.00 33+38/2

4060.00 Up to 1.50 to 3.0 mt. 166.50 cumt. 675990.00 34+39/2


2 Providing sand or murrum bedding

incl. comp.

300.00 From selected excavated earth 11.00 cumt. 3300.00 15/A p-

66

300.00 From outside beyond 2.0 km lead 25.30 cumt. 7590.00 15/B p-

67

3 2000.00 Providing & supplying ISI standard

P.S.C. pipes in standard lengths of

12 kg/cm2 class of 900 mm dia as

per I.S. 784-1989 incl. Rubber ring

joints incl. All taxes etc supply at

site.

3411.00 Rmt. 6822000.00

20/D/5

4 2000.00 Lowering laying & jointing P.S.C.

pipes & specials of 900 mm dia.

Including all required materials in

proper position, grade and

alignment as directed incl. Giving

hydraulic test etc. comp.

140.00 Rmt. 280000.00

9_12_61


Flanged Tee, etc. suitable to P.S.C.

900 mm pipe incl. all taxes etc.

comp.

58.75 Kg. 470000.00

WW/345

6 150.00 1:3:6 CC (M 100) for encasing the

pipes incl. Finishing etc. comp.

1170.00 cumt. 175500.00 616/2

7 40.00 1:2:4 CC (M 150) for RCC thrust

blocks over the pipes with

centering incl. Finishing etc. comp.

1500.00 cumt. 60000.00

281

8 2.00 Providing Sluice valve 900 mm dia

PN-1 class IS 2906 ISI marked incl.

all taxes.

299000.0

0

No.s 598000.00 WW/A/1

41



Ite

m

No.

Qty Description Rate Rs. Per Amount Rs. SOR No.

9 2.00 Fixing of Sluice valve in position

with all fittings & materials for 900

mm dia.

785.00 cumt. 1570.00 WW/B/8

0

10 12.00 Providing double acting Air valve

of 200 mm dia.

5700.00 No.s 68400.00 WW/A14

8

11 12.00 Fixing double acting Air valve of

150 mm dia incl. all fitting

materials etc. comp.

85.00 No.s 1020.00 WW/B/8

4

12 14.00 Construction of R.C.C. valve

chamber in 15 cm thick walls with

inside 12 mm cement plaster in

C.M. 1:3 etc. incl. Pre cast RCC

slab 150 mm Tk. in four parts. With

key hole, each with handles of M.S.

bars etc up to depth of 2 mt from

G.L. to pipe invert. Excluding cost

of excavation. For chamber size

2.0m x 3.0m and 2.0mt deep.

12000.00 No.s 168000.00

MR

13 10.00 - Do for extra depth 1300.00 RM 13000.00 MR

14 2940.00 Removing surplus earth within the

corporation limits including

spreading etc. comp.

33.00 cumt. 97020.00

712

15 500.00 Breaking of Asphalt pavement

surface

Conventional

18.00 m2 9000.00

43

16

500.00

Road re-instating work.

WBM 55.00 m2 27500.00 MR

500.00 Asphalt 85.00 m2 42500.00 MR


Say Rs. 98,78,000.00

___________

City Engineer




9.3.5 Estimates of Pumping Machinery & Erections of Phase-III (Part-1)

Design, procurement, manufacture supply, erection & commissioning with sludge handling

pumps & pump house piping for Three Auxiliary Pumping Stations APS - 1, APS - 2, APS - 3 &

Main pumping station for drainage Phase-III

BILL OF QUANTITIES FOR PUMPING MACHINERY

Item

No. Description Amount Rs.

Design procurement, manufacture supply, storage at site loading,

unloading, transporting, erection, testing and commissioning of

Submersible Sewage handling pumps & pump house piping etc.

complete.

1.0 For MAVDI APS - 1 pumping station 22,50,000.00

Sets of 67 LPS 15 mt. head (2+1 sets).

Approx. H.P. 30/pump.

2.0 For GANDHIGRAM APS - 3 pumping station 18,75,000.00



Design procurement, manufacture supply, storage at site loading,

unloading, transporting, erection, testing and commissioning of

Horizontal split casing non clogged Solid handling pumps & pump

house piping etc. complete.

3.0 For KALAWAD ROAD APS - 2 pumping station 78,00,000.00

Sets of 82 LPS 17 mt. head (4 + 2 sets).


4.0 For MPS - near village Raiya Main pumping station 1,26,00,000.00



TOTAL COST OF PUMPING MACHINERY 2,45,25,000.00

Total KW

• Main Load = 884 KW

• Auxillary Load = 97 KW

• Total = 981 KW

• Rate per KW Rs.25000/- as per Market Rate

• Therefore Total = 981 x Rs.25000/- =Rs.2,45,25,000/-



BOQ / Schedule showing list of material and services to be supplied.

Sr. No.

Particulars PART - A

Qty.

1 Design, Procurement, manufacture, supply at site including transportation, storage at site loading and unloading, erection, testing and commissioning of Submersible Sewage handling pumps with motors, each of capacity 67 LPS and head 15 mt. make Aqua, Kishor, ABS, Pullen.

3 Nos.

2 Design, Procurement, manufacture, supply at site including transportation, storage at site loading and unloading, erection, testing and commissioning of all suction, delivery an other pipe work C.I. double flanged including specials, specials, spectacle blinds gaskets, nuts bolts etc. and painting as per approved pump house piping drawing, with bypass arrangement of each pump.

1 Lot.

3 Design, Procurement, manufacture, supply at site including transportation, storage at site loading and unloading transportation, storage as site, loading & unloading, erection, testing and commissioning of all sluice valve, reflux valve etc. complete as per valve schedule.

1 Lot.

4 Design, Procurement, manufacture, supply at site including transportation, storage at site loading and unloading, erection, testing and commissioning of pressure gauges with necessary piping, isolation valves & drain valves complete.

2 Nos.

5 Design, Procurement, manufacture, supply at site including transportation, storage at site loading and unloading, erection, testing and commissioning of level indicators.

1 Nos.

6 Design, Procurement, manufacture, supply at site including transportation, storage at site loading and unloading, erection, testing and commissioning of 2T capacity Chain pulley block with 12 -15 meter lift with trolley (for monorail).

1 Nos.

7 Design, Procurement, manufacture, supply at site including transportation, loading and unloading at site, and mounting of fire extinguisher.

2 Nos.

8 Design, Procurement, manufacture, supply at site including transportation, loading and unloading at site, and mounting of First Aid Kit with additional steel cupboard.

1 Nos.

9 Design, Procurement, manufacture, supply at site including transportation, loading and unloading at site, and mounting of Erection and maintenance manuals.

2 Sets.

10 Operation and maintenance manuals. 3 Sets.

Sr. No.

Particulars PART - B

Qty.

1 Design, Procurement, supplying, erection and commissioning of 415V motor control center including required AMP capacity M.C.C.B./ACB with fuse unites fully automatic start delta starters, protection relays and all delta starters, protection relays and all measuring instrument bus bars and bus coupler. Capacitor bank etc. complete one unit for 3 sets.

1 Lot.

2 Design, Procurement, supply, Erection, Testing and Commissioning of 1.1 KV grade PVC Insulated power and control cable of Unistar / CCI / INCAB / FORT Gloster make with accessories.

1 Lot.

3 Design procurement, Supply, Erection, Testing and Commissioning of earthing system for complete pumping station installation.

1 Lot.

4 Design, procurement, Supply, Erection, Testing and Commissioning of lighting, system (Indoor and Outdoor both) for complete pumping station installation fixtures shall be of Philips / Crompton / Bajaj.

1 Lot.



DESIGN, PROCUREMENT, MANUFACTURE, SUPPLY, STORAGE AT SITE, ERECTION,

TESTING & COMMISSIONING OF PUMPS, MOTORS, ELECTRIC EQUIPMENTS,

INSTRUMENTATION & PUMPS HOUSE PIPING COMPLETE FOR

APS-3 (GANDHIGRAM).


Sr. No.


Qty.

1 Design, Procurement, manufacture, supply at site including transportation, storage at site loading and unloading, erection, testing and commissioning of Submersible Sewage handling pumps with motors, each of capacity 28 LPS and head 17 mt. make Aqua, Kishor, ABS, Pullen.

3 Nos.


1 Lot.


1 Lot.

4 Design, Procurement, manufacture, supply at site including transportation, storage at site loading and unloading, erection, testing and commissioning of pressure gauges with necessary piping, isolation valves & drain valves

2 Nos.


6 Design, Procurement, manufacture, supply at site including transportation, storage at site loading and unloading, erection, testing and commissioning of 2T capacity Chain pulley block with 12 - 15 meter lift with trolley (for monorail)

1 Nos.


2 Nos.

8 Design, Procurement, manufacture, supply at site including transportation, loading and unloading at site, and mounting of First Aid Kit

1 Nos.

9 Design, Procurement, manufacture, supply at site including transportation, loading and unloading at site, and mounting of Erection

2 Sets.


Sr. No.


Qty.


1 Lot.

2 Design, Procurement, supply, Erection, Testing and Commissioning of 1.1 KV grade PVC Insulated power and control cable of Unistar / CCI / INCAB / FORT Gloster make with accessories.

1 Lot.


1 Lot.


1 Lot.



APS-2 (KALAWAD ROAD).


Sr. No.


Qty.

1 Design, Procurement, manufacture, supply at site including transportation, storage at site loading and unloading, erection, testing and commissioning of Horizontal centrifugal non clog solid handling type pumps, each of capacity 82 LPS and head 17 mt. make Kirloskar, Mather Plat, Jyoti, Becon.

6 Nos.


1 Lot.


1 Lot.


2 No.


1 No.


1 No.


2 No.


1 No.


2 Sets.


Sr. No.


Qty.


1 Lot.

2 Design, Procurement, supply, Erection, Testing and Commissioning of 415 KV, 1500 RPM Syn, Speed, Squirrel Cage induction motors of Kirloskar, Jayoti ,Crompton, Siemens, NGEF make suitahble for pumping duty.

6 Nos.

3 Design procurement, Supply, Erection, Testing and Commissioning of 1.1 KV grade PVC Insulated power and control cable of Unistar / CCI / INCAB / FORT Gloster make with accessories.

1 Lot.


1 Lot.


1 Lot.



DESIGN, PROCUREMENT, MANUFACTURE, SUPPLY, STORAGE AT SITE, ERECTION,

TESTING & COMMISSIONING OF PUMPS, MOTORS, ELECTRIC EQUIPMENTS,

INSTRUMENTATION & PUMPS HOUSE PIPING COMPLETE FOR

MAIN PUMPING STATION (RAIYA).


Sr. No.


Qty.

1 Design, Procurement, manufacture, supply at site including transportation, storage at site loading and unloading, erection, testing and commissioning of Horizontal centrifugal non clog solid handling type pumps, each of capacity 331 LPS and head 15 mt. make Kirloskar, Mahter Plat, Jyoti, Becon.

6 Nos.


1 Lot.


1 Lot.


2 Nos.


1 No.


1 No.


2 No.


1 No.


2 Sets.




Sr. No.


Qty.


1 Lot.

2 Design, Procurement, supply, Erection, Testing and Commissioning of 415 KV, 1500 RPM Syn, Speed, Squirrel Cage induction motors of Kirloskar, Jayoti ,Crompton, Siemens, NGEF make suitahble for pumping duty.

6 Nos.

3 Design procurement, Supply, Erection, Testing and Commissioning of 1.1 KV grade PVC Insulated power and control cable of Unistar / CCI / INCAB / FORT Gloster make with accessories.

1 Lot.


1 Lot.


1 Lot.

___________

City Engineer




9.4.6 Estimates of Sewage Treatment Plant & Disposal of Phase-III (Part-1)

Drainage Phase-III ( New Area) (PART-II)

DESIGN, CONSTRUCTION, PROCUREMENT, MANUFACTURE, SUPPLY, STORAGE AT SITE,

ERECTION, TESTING AND COMMISSIONING OF ALL MECHANICAL AND ELECTRIC

EQUIPMENTS, INSTRUMENTATION AND ALL PIPINGS ETC COMPLETE FOR SEWAGE

TREATMENT PLANT OF 51 MLD CAPACITY TO BE CONSTRUCTED AT RAIYA DHAR -

RAJKOT

Sr

No

Qty Description Rate Unit Amount

1

51

MLD

cap.

Work of design, engineering,

supply of materials, construction,

erection and installation of

equipment, machinery, piping,

instruments, painting works,

including civil and structural work,

and testing and commissioning

successful 3 months trial runs and

training RMC operating personnel.

Operating and maintaining the

sewage treatment plant proposed

near existing sewage treatment

plant at Raiya for 12 months

including guaranteeing the entire

plant and its performance and

treated effluent quality, all labour,

materials, piping, instruments, etc

complete as per scope of work,

special conditions of contract,

design, drawings and specifications

approved by the department and as

per directions of Engineer-in-

charge.

2500000/-

1 MLD

12,50,00,000/-

2 8000

Sq.mt

Construction of internal road 125/- Sqmt 10,00,000/-

3 2500

Rmts

Construction of Compound wall

(as per the estimate )

15,00,000/-

Total Estimated Cost in Rs

12,75,00,000/-

Say Rs. in Lakhs 1275/-

Rupees Twelve Crore Seventy Five Lakhs only/-

Detailed break up of cost of Sewage Treatment Plant

1. Civil works Rs. 18.23 Lakh per MLD

2. Mechanical / Electrical/ Automation work Rs. 5.85 Lakh per MLD

3. Piping work Rs. 0.92 Lakh per MLD

------------------------------

Total Rs.25.00 Lakh per MLD

___________

City Engineer




:: A B S T R A C T FOR ESTIMATE :: Phase-III Part-I

Item

No.


work.

Rate

In Figure

Unit Amount

Rs. Ps.

S.O.R.

Number

1 2500.00

Rmt

Providing and fixing

pre-cast RCC column

and slab as per

specification complete

(including the cost of

transportation)

456.00 Rmt 11,40,000/- MR

2 145.00

Cu.Mt

Excavation in soft and

hard murrum upto 1.50

mt depth complete.

39.50 Cumt 5727-50 23+28

2

3 145.00

Cu.Mt

Cement concrete work

for fixing the columns in

1:2:4 proportion using

1.5 to 2.0 cm size coarse

agg., curing etc.

complete.

1450.00 Cumt 2,10,250/- 62

4 2500.00

Rmt

Fixing present RCC

column and slab in line

and level, jointing the

same with cement paste

as per specification,

curing etc complete.

74.00 Rmt 1,85,000/- MR

5 150.00

Cu.Mt

Supplying of hard

murrum and spreading

the same as per

instruction complete.

55.00 Cumt 8250/- 702

Total

Say

14,99,227-50

15,00,000-00

(Rupees Fifteen lakhs only)

___________

City Engineer




9.5 Total Estimates of Drainage Work Phase-II & Phase-III (Part-1)

Sr

No


Phase-II (Part-I)



machinery in existing pump house 285





Total…..A 2050

Phase-III (Part-I)

1 Collective system 1860.76

2 House connections 1404.59

3 Pumping Station Civil Works 293.06

4 Pumping Station Rising Mains Works 139.60

5 Pumping Station Machinery Works 245.25

6 Sewage Treatment Plant 1328.81

Total…..B 5272.07

Total = Total A + Total B 7322.07

Add 5% contingencies... 366.10

TOTAL Rs. in lakhs 7688.17

Say Rs. in Lakhs 7688

Rupees Seventy Six Crore Eighty Eight Lakhs only/-

******

Rajkot Municipal Corporation Financial Analysis

Detail Project Report for Drainage Phase-II & Phase-II (Part-I) for Rajkot City 170

10.1 General

This Detail Project Report on Phase-II & Phase-II (Part-I) envisages to meet requirements

of un developed area of the Rajkot city. This would involve substantial capital outlays and operation

and maintenance costs. AS part of JnNURM it is assumed that RMC has to make provision of 30% of

capital expenditure while, 50% contribution will be shared by Govt of India and remaining 20% by

the Govt of Gujarat. The total Operation and maintenance cost will be borne by Rajkot Municipal

Corporation.

Due to the constraints within the Corporation and heavy demands on the available funds

from a variety of development, it is necessary that drainage service becomes self sustainable in its

operation. A suitable drainage service tariff structure needs to be designed to meet the operation.

10.2 RMC Finance

The Main components of Revenue Incomes of RMC are:

• Octroi (power to collect given by statute)

• Property Tax (power to collect given by statute)

• Revenue Grants (assistance from govt., other bodies)

• Miscellaneous Incomes Rent Received (from lands, property etc., possessions)

• Public Service Charges (for services provided),

• Other Incomes

Octroi Collections :Octroi contributes the largest share (over 56% of the total revenue income) to the

Revenue basket of RMC. Even a small percentage fall in Octroi Income could cause a bigger loss to

RMC and as Octroi being the largest income source, there is a greater sensitivity to fluctuations from

this source of income.

Property Tax: Property tax (House tax, Conservancy tax, Fire tax and Education cess) is the

second largest tax Revenue source and constitutes average 35-37% of the total revenue income and 25

percent of total income. The There are about 2, 08,000nos. Of built up properties are being assessed

within Rajkot Municipal Corporation limits. The average growth rate of assess is about 2%. As per

BPMC Act, 1949 Corporation can revise the ARV of properties once in four years however; last

revision was made during year 1992. The corporation levies a tax on bases of built-up area

measurement and thereby finding Annual Ratable Value (ARV) of the collection of tax. The current

demand of house tax is Rs58.01 millions where as there are outstanding arrears as on 31-12-2005 is

1702 millions.

FFFiiinnnaaannnccciiiaaalll AAAnnnaaalllyyysssiiisss111000



Table: Municipal Revenue Income

Year Revenue Account Receipts ( Rs. Lakhs)

Tax Non-Tax Transfers

including

grants

Total

2001/02 7892.71 921.43 483.25 9297.39

2002/03 9784.55 1306.55 1222.14 12313.24

2003/04 9391.98 1147.21 828.51 11367.7

2004/05 11393.19 969.07 653.27 13013.85

2005/06 11310.85 954.87 1319.64 13585.36

Theatre Tax: RMC collects theatre tax from theatres as well as professional entertainment

shows within RMC limits. It is very nominal tax of Rs.75.00 per cinema show... Average collection of

theatre tax is Rs.11.00 Lakhs per annum.

Vehicle Tax: From year 2002-03 RMC started to impose lifetime vehicle taxes. The tax structure

depends on type of vehicles and age of vehicles. Up to 1/10/2005 RMC have collected Rs.30 Lakhs

from about 60000 vehicles. The mechanism of collecting vehicle tax for new vehicle is

comparatively easier as it is linked vehicle sellers.

Water Charges: Another important source of income is Water Charges. RMC collects water

charges as part of the property tax.

Drainage Tax: From year 2003 RMC levied drainage tax on each property on the bases of

1% of ARV of property.

Revenue Grants : (assistance from govt., other bodies)Revenue grants are one of the non-tax

revenue sources of RMC. Revenue grants may be for general purpose or for any specific purpose. It

constitutes the third largest source of Ram’s revenue income.

Miscellaneous Incomes: Rent Received (from lands, property etc., possessions),Under this head -

rent received, public service charges, interest on funds invested, high school fees etc. are collected.

Public Service Charges (for services provided): Another source, public service charges,

includes incomes from ambulance rent, garden income, swimming pool fees etc. Share of income

from this source is negligible, despite large sum invested by RMC for development and maintenance

of public places.

Other Incomes Income from penalty, administrative charges etc. is considered as other

Income. It largely depends upon the special charges or drives like administrative collection

charges for SWM etc.; it ranges from Rs.150 Lakhs to Rs.300 Lakhs.

Revenue Expenditure

The Corporation spends the resources for establishment, operation and maintenance and

debt servicing of obligatory and discretionary services provided by it. The major heads of revenue

expenditure include general administration, water works, drainage , conservancy, roads, streetlights,

public health, education, garden , fire brigade etc.,



From above table, it reveals that every year, there is revenue surplus which is being diverted

to development work.

Capital Work : For capital work, RMC used to raise the finance through Bank, debenture, bond etc. up to 60

to 65% of the project cost depending upon the magnitude of the work. The balance amount is being

made available from revenue surplus as well as capital income by selling the land of Town Planning

and Survey.

Management Process in RMC

For economy in the expenditure RMC has taken several steps namely the new recruitment has

been freeze since long. The O&M of almost all the services like water supply / drainage / solid waste /

street light / parks and gardens / Aviary and Library / Planetarium and Crematorium etc is through

privatization which has significant impact on economy. Also in telephone services, C.U.G. with

TATA Indicom has been adopted and for vehicles the ceiling limit of monthly expenditure has been

fixed for each officer. With this, the establishment expenditure of RMC remains within 28 to 29% of

revenue expenditure.

10.3 Present Tariff, Billing and Collection Service Connection

Rajkot Municipal Corporation started to levy Drainage Tax from year 2003. Initially,

it was charged Rs.100/ connection/annum. As the amount was too low and very difficult to

collect, RMC started to charge drainage tax at the rate of 1% of Annul Ratable Value of the

property(ARV) or Rs.100 whichever is higher amount from each property, irrespective of the

property having drainage connection.

Again , RMC revised drainage tax from year 2006. Now it is at the rate of 2% of ARV

or Rs.100 whichever is higher amount, from each property of the city.

Level of subsidies

Year 2005-06 (Rs.in lakhs)

Income from Drainage tax 228.89

Expenditure 393.04

Income v/s Exp. 58%

Level of subsidy 32%

Billing and Collection:

The billing system is computerized and decentralized. The collection of water charges is at

three different places viz., (i ) Main office building (ii) City Civic center, Amin Road (iii) City Civic

Center – Krishnagar . Bills to all property holders are sent on yearly basis.



The responsibility of repair and maintenance lies with the consumers. As per BPMC Act,

1949, if the consumer does not pay the bill within 15 days of the date of issue, 18% interest is to be

levied. A notice is to be issued for disconnection of water connection if the consumer does not pay

after next 30 days of the date of issue of the bill.

Planning for Tariff Revision:

From the year 2005-06, RMC has linked the Drainage charges with the ARV value of

property tax which is 1% of ARV (Annual Rental Value) of the property. It is also proposed to

increase the same by 100% i.e. 2% of ARV from the year 2006-07 as a part of urban reforms and as

agreed in the JnNURM Urban Reforms Agenda which will yield about Rs.300 Lakhs per year . It is

also proposed to increase the same by 15 % every year and it is assumed to make the service self

sustainable before end of year 2010.

10.4 Drainage Projects & Project Funding

The details of the JnNURM Drainage projects and their cost estimated have been presented in

the chapter of cost of drainage projects. Year wise distribution of project cost is given in table

The project is proposed to be funded through Government of India mega mission Jawaharlal

Nehru National Urban Renewal Mission (JnNURM). As per the fund guidelines, Govt. of India will

contribute 50% of project costs, while 20% of project cost will be contributed by Government of

Gujarat. Thus total funding & yearwise allocation of fund will be as shown in following table :

Total

JnNURM

2005-06 2006-

07

2007-

08

2008-

09

2009-

10

2010-

11

2011-

12

GOI Fund (50%) 5854 642.5 1395 1269 600 497.5 700 750

GOG contribution

(20%) 2341.6 257 558 507.6 240 199 280 300

RMC' Share

(30%) 3512.4 385.5 837 761.4 360 298.5 420 450

Total… 11708 1285 2790 2538 1200 995 1400 1500

********

Rajkot Municipal Corporation Summing Up


12.1 Conclusion

Safe water supply and hygienic sanitation facilities are the two basic essential amenities the

community needs on a top priority for health living. The Sewerage services falls under essential

service category and by the BPMC Act. Because of the merging of the new area, coverage of

sewerage is about 65% (total of new + old area) too less in Rajkot.

Rajkot underground sewerage project costing Rs.40 crores covering area around 40 sq.km of

walled city was implemented by Govt. of Gujarat with loan assistance from World Bank during the

period 1984 to 1994 in which, following works were executed with the base year 1980-81.

1. Collective system and house connections 885 kms

2. Civil work of pumping station.. 7 nos. in city.

3. Non-clog C.F.pumping sets .. 22 sets

4. 900 mm dia prestressed concrete rising main 3.5 km long.

5. 44.5 mld capacity sewage treatment plant at Madhapar.

The project was conceived with base year 1980-81 with covering area of old city 69 sq.km.

but at that time the city was not fully developed and as such in stage-I the only developed area

covering 40 sq.km was considered splitting the work of pumping machinery, sewage treatment plant

and collective system.The project was prepared by Consultant M/s.Paramount Pollution Control

Pvt.Ltd., Baroda.

Subsequently, after implementation of the work of Phase-I, the development of the city was

very fast and most of the earlier left out area has been developed fully and Rajkot Municipal

Corporation has decided to implement underground sewerage system for all these developed area of

walled city covering additional 20 sq.km wherein following works are proposed as a Phase-II (Part-I):

o Collective system and house connection 113 Kms.

o Providing and fixing additional pumping machinery in the existing pump house total 9

sets.

o Extension of existing plant by 44.5 mld 1 No.

As per original project report, twin pipeline each of 900 mm dia prestressed is to be laid from

Popatpara main pumping station to Madhapar treatment plant as a rising main. In view of above,

the estimated cost of Phase-II part-I covering about 20 sq.km of walled city has been worked out

which is as under:

SSSuuummmmmmiiinnnggg uuuppp......111111



Sr

No




machinery in existing pump house - total no.of sets 9

a) Popatpara main pumping station 1200 cumt per

hour against head of 42 mt 4 sets.

b) Bedipara pumping station 480 cumt per hour

against head of 23 mt 2 sets

c) Bedinaka pumping station 950 cumt per hour 17

mt head 2 sets

d) Housing Board pumping station 350 cumt per

hour 13.5 mt head 1 set

285





Total 2050

Rupees Twenty Crore Fifty Lakhs Only/-

The work of collective system and house connections have already taken up in hand since

2000-01 covering 10 sq.km area. Collective system for remaining 10 sq.km area is yet to be taken up

in hand for which the estimated cost would be around Rs.600 lacs. Rajkot is located on besalt. The

excavation is the main problem and because of which the progress in the drainage system is not as per

the requirement. For work of sewage treatment plant RMC has finalized the process design and

tenders are to be invited shortly.

On completion of the Phase-II work, the total coverage of walled city under Underground

Sewerage System would be around 60 sq.km (40 Phase-I + 20 Phase-II). The remaining 9 sq.km area

will be covered as when same gets developed.

The works of Phasde-II part-II are proposed to be taken up in the year 2008-09. The detailed

project report is yet to be prepared.

In view of above, the present situation of walled city covering 69 sq.kms is as under:

Sr

No

Item Area in

sq.km

Cost (Rs. in

lakhs)

Remarks

1 World Bank assisted sewerage

system commissioned in the year

1994-95 under Phase-I

40 4000.00 Completed and

commissioned

2 Implementation of underground

sewerage system for the developed

area under Phase-II part-I

20 2050.00 Project is prepared

and work of

collective system is

in progress.

3 Implementation of the

underground sewerage system for

the area to be developed in future.

9 ------ Project is yet to be

conceived

The approval is needed under Jawaharlal Nehru National Urban Renewal Mission is for

Rs.2050 lakhs only for the work of Phase-II part-I.



The city limit was extended by the Govt. of Gujarat in June 1998 by adding 35.60 sq.km area

in west direction of the walled city by merging outskirt 3 villages namely Mavdi, Nana Mava and

Raiya. At the time of merger, the newly merged area was not having any infrastructure facility and

thus RMC has taken up the works of implementation of all infrastructure projects viz; water supply,

sanitation, roads, underground sewerage system, street light etc. on priority basis. so far, RMC has

pumped about Rs.125 crore for development work in newly merged area. For above newly merged

area, RMC had engaged consultant who has prepared a detailed project report of underground

sewerage system covering 15 sq.km area at the first instant where development has taken place. The

work is to be executed as a Phase-III Part-I. The remaining 20.6 km area the project is yet to be

conceived as in this region, the development is very slow and likely to be saturated in the year 2008-

09. At that time, the project will be conceived to cover under underground sewerage system.

The estimated cost of the project for covering 15 sq.km area of newly merger works out as

under:

Sr

No

Item (Stage-III Part-I) Estimated cost in lacs





Total 5272.07

As stated above the balance 20.6 sq.km (35.6 - 15) area is yet to be developed for which

detailed project report will be prepared later on. Thus, the final situation of underground sewerage

project for newly merged area is as under:

Sr

No

Item Area in sq.km Amount in lacs

1 Detailed underground sewer-age system

for merged area stage-III part-I with base

year 2000-01 suggested under Jawaharlal

Nehru National Urban Renewal Mission

for the year 2005-06 and 2006-07.

15 Rs.5272.07 Lakhs

2 Detailed underground drainage system

for the merged area stage-III part-II

suggested under Jawaharlal Nehru

National Urban Renewal Mission for the

year 2008-09. Project is yet to be

conceived.

20.6 The DPR is yet to be

prepared



In view of above, following detailed project reports are submitted for consideration under

JNNURM for the year 2005-06 to 2007-08.

Sr

No


Phase-II (Part-I)



machinery in existing pump house 285





Total…..A 2050

Phase-III (Part-I)





5 Pumping Station Machinery Works 245.25

6 Sewage Treatment Plant 1328.81

Total…..B 5272.07

Total = Total A + Total B 7322.07

Add 5% contingencies.. 366.10

TOTAL Rs. in lakhs 7688.17

Say Rs. in Lakhs 7688

Rupees Seventy Six Crore Eighty Eight Lakhs only/-

Thus, the submitted DPR for Rajkot Under ground Drainage Phase-II & Phase-III ( Part-I )

amounts Rupees Seventy Six Crore Eighty Eight Lakhs Only.

*********

Documents

Drainage DPR