Government of Rajasthan UDAIPUR MUNICIPAL CORPORATION · Government of Rajasthan UDAIPUR MUNICIPAL CORPORATION DETAILED PROJECT REPORT FOR SEWERAGE WORK UNDER AMRUT PHASE II & OF

Government of Rajasthan

UDAIPUR MUNICIPAL CORPORATION

DETAILED PROJECT REPORT FOR SEWERAGE WORK UNDER AMRUT PHASE II &

SMART CITY MISSION OF GOI IN LINE WITH

COMPREHENSIVE DPR PREPARED BY NAGAR

NIGAM UDAIPUR FOR UDAIPUR CITY VOLUME - I : MAIN REPORT

EXCEL

Consultant: Exceltech Consultancy and Projects Pvt. Ltd.Plot No. – 10 & 11, Natraj Nagar, Imli Phatak, Jaipur – 302015 Rajasthan

Contact No. - +91-9166444666

E-mail: [email protected], [email protected]

mailto:[email protected]

Table of Contents

1. Executive Summary .................................................................................. 8

2. Technical Note on Project ....................................................................... 37

3. Execution Methodology and Plan for Laying of Sewer Lines .................. 61

4. Main Report .......................................................................................... 140

5. Background of the Study ...................................................................... 143

6. Field Investigation ................................................................................. 144

7. Project Components ............................................................................. 145

8. Operational Plan ................................................................................... 146

9. Environment and Social Impact Assessment ........................................ 147

10. Abstract of Cost ................................................................................ 149

11. Implementation Framework ............................................................... 151

12. Training And Capacity Building ......................................................... 153

13. Operation and Maintenance .............................................................. 158

14. Inventory of Assets ............................................................................ 159

15. Plan for Monitoring of Implementation ............................................... 160

16. List of Bench Marks ........................................................................... 162

List of Tables and Figures

Table 1 Demographic indicators for State, District and City ......................... 10

Table 2 Migration Table: Udaipur City ........................................................... 10

Table 3 Population Growth in Udaipur .......................................................... 11

Table 4 Decadal Variations in Demographic Indicators for Udaipur Town .... 12

Table 5 Rajasthan Cities and Density ........................................................... 12

Table 6 Demographic Indicators ................................................................... 12

Table 7 Sewage Generation .......................................................................... 21

Table 8 Forecasted Population Calculated With Different Methods .............. 23

Table 9 Dia wise Comprehensive details of sewer lines ............................... 28

Table 10 Dia wise details of sewer lines for AMRUT Phase-1st ................... 28

Table 11 Dia wise details of sewer lines for AMRUT Phase-2nd .................. 28

Table 12 Rehabilitation of existing sewers by Pipe Bursting / CIPP

Technology in Udaipur Wall City Area (Smart City) ....................................... 29

Page 1 of 206

Table 13 Rehabilitation of new sewer line by Trenchless Technology in

Udaipur Wall City Area (Smart City) ............................................................... 29

Table 14 Design Parameters of Raw Sewage .............................................. 32

Table 15 Population Projection Calculation .................................................. 39

Table 16 Dia wise Comprehensive details of Sewer Lines ........................... 43

Table 17 Dia wise details of sewer lines for AMRUT Phase-1st ................... 44

Table 18 Dia wise details of sewer lines for AMRUT Phase-2nd .................. 44

Table 19 Rehabilitation of existing sewers by Pipe Bursting / CIPP

Technology in Udaipur Wall City Area (Smart City) ....................................... 44

Table 20 Historical Population Growth Rate ............................................... 140

Table 21 Projected Population .................................................................... 141

List of Figures

Figure 1 Map of Udaipur Town........................................................................ 9

Figure 2 Population Trend In Udaipur ........................................................... 11

Figure 3 Existing organizational structure of UMC ........................................ 13

Figure 4 Manually operated flushing Tank .................................................... 50

Figure 5 Automatic Flushing Tank ................................................................ 51

Figure 6 Types of Bedding for Conduit in Trench.......................................... 75

Page 2 of 206

List of Abbrevations 1. DPR Detailed Project Report

2. STP Sewerage Treatment Plant

3. SPS Sewerage Pumping Station

4. UIDSSMT Urban infrastructure Development Scheme in Small and Medium Towns

5. MLD Million Litre Per Day

6. RCC Pipe NP Reinfoced Cenment Concrerte Pipe - Non Pressure

7. GRP Glass Fibre Reinforced Plastic Pipe

8. DI Ductile Iron Pipe

9. GI Galvanized Iron

10. RUIDP Rajasthan Urban Infrastructure Development Programme

11. PVC-U Poly Vinyl Chloride unplasticized

12. BT Road Bituminous Tar Road

13. CC Road Cement Concrete Road

14. BOD Bio Chemical Oxygen Demand

15. COD Chemical oxygen Demand

16. TSS Total Suspended Solids

17. lpcd Litre Per Capita Per Day

18. PHED Public Health Engineering Department

19. SOR Schedule of Rates

20. PC Precast Concrete

21. AC Asbastos Cement

22. SW Stoneware Pipe

23. PSCC Prestress Cement Concrete

24. u-PVC Unplasticized Poly Vinyl Chloride

25. DWF Dry Weather Flow

26. CPHEEO Central Public Health Engineering and Environment Organization

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UDAIPUR MUNICIPAL CORPORATION, UDAIPUR

FOREWORD The Detail Project Report for Comprehensive Sewerage Scheme including

Septage Management at Udaipur (Udaipur District, Rajasthan) under AMRUT

GoI Scheme had been prepared by Udaipur Municipal Corporation. In line

with comprehensive DPR, AMRUT Phase-I was approved for amount Rs. 85

Crores and for which tendering has been done by Municipal Corporation

Udaipur, sewerage works under AMRUT Phase-II, Wall city area under Smart

City ABD area and construction of STPs work proposed on Hybrid Annuity

Model (HAM) are envisaged in the Phase II project of Udaipur sewerage

project. The STP has been proposed on Hybrid Annuity Model (HAM). The

Udaipur Municipal Corporation hereby consents to give his share of the

project cost.

Commissioner Udaipur Municipal Corporation

Udaipur

Page 4 of 206

Certificate

It is certified that the Comprehensive Detail Project Report prepared for

Sewerage Scheme including Septage Management for Udaipur town by M/s

Exceltech Consultancy and Projects Pvt Ltd Jaipur has been thoroughly

checked for correctness of data, particulars given in the report and enclosed

design. In case any modification is required in the Comprehensive DPR

/Design as per suggestion of the concern agency the same shall be done by

M/s Exceltech Consultancy and Projects Pvt Ltd.

Commissioner Udaipur Municipal Corporation

Udaipur

Page 5 of 206

UDAIPUR MUNICIPAL CORPORATION Name of Work : Providing, Laying, Jointing, Testing and Commissioning of Sewer System (Lateral, Branch and Main Sewers) and all ancillary works including construction of Manholes, Septage Management, Construction of Sewage Pump House & Rising Main and Restoration of Roads etc including 1 year defect liability and thereafter 10 years O&M along with Design, Construction, Supply, Installation, Testing and Commissioning (Civil, Mechanical & Electrical Works) of STP and associated works including 1 year defect liability and there after 10 years O&M (Turnkey Basis) for Udaipur Town.

GENERAL ABSTRACT OF COST

S. No.

Particular AMRUT Phase-2nd

Amount (In Lacs)

Wall City Area

(Smart City)

Amount (In Lacs)

AMRUT Phase-1st Amount (In Lacs)

RUIDP work under ADB

Amount (In Lacs)

Comprehensive Sewerage

Project Amount (In Lacs)

A Sewerage Works 1 Works taken under AMRUT Mission / ADB

Providing, Laying, Jointing & Commissioning of Sewer System including associated works.

7500.02 7500.13 1200.00 116216.00

2 Works taken under Smart City

Rehabilitation of existing sewers by Pipe Bursting / CIPP Technology & new sewer line by Trenchless Technology in Udaipur Walled City including associated works.

14903.11 14903.11

Total of Part-A 7500.02 14903.11 7500.13 1200.00 131119.11

B Septage Management 3 Sewer Network for Septage System including

Construction of Septic Tanks and Treatment Plant.

1000.00 1000.00

Total of Part-B 0.00 0.00 1000.00 0.00 1000.00

Basic Cost (Part-A + Part-B)

7500.02 14903.11 8500.13 1200.00 132119.11

4 Add for Provisional Sum @ 2% 150.00 298.06 170.00 24.00 2642.38

Total Basic Cost (including Basic Cost + Provisional Sum)

7650.02 15201.17 8670.13 1224.00 134761.49

5 Provision for O&M of Sewer System, SPS for 10 years with 10% increase per year.

453.85 554.70 888.69 3479.28

6 Provision for House Connection under Swatch Bharat Mission

421.68 1544.24 1208.16 336.24 9377.20

Total Cost (including Basic Cost + Provisional Sum + O&M + House Connection)

8525.55 17300.12 10766.98 1560.24 147617.97

Page 6 of 206

S. No.


Amount (In Lacs)

Wall City Area

(Smart City)

Amount (In Lacs)



Amount (In Lacs)



C STP Works taken under HAM 7 Provision of Construction, Supply,

Installation, Testing and Commissioning of Civil, Mechanical, Electrical Works of Sewage Treatment Plant having cumulative capacity 113.20 MLD for Ultimate Year 2048. Proposed STP details as follows: → 25.0 MLD Capacity of STP-1 near Kaladwas Village (20.0 MLD Existing STP on PPP Mode) → 10.0 MLD Capacity of STP-2 near FCI Godam → 5.0 MLD Capacity of STP-3 near Karjali House on bank of Ayad River

8000.00 18640.00

Total of Part-C 0.00 8000.00 0.00 0.00 18640.00 Grand Total Cost

(Sewerage & STP Works excluding Provisional Sum, O&M, House Connections)

7500.02 22903.11 8500.13 1200.00 150759.11

SAY 7500.00 22903.00 8500.00 1200.00 150759.00

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1. Executive Summary

A. City profile Udaipur city is known for its history of warriors and rich cultural heritage. It has

been the historic capital of the kingdom of Mewar of the former Rajputana

dynasty. The foundation of the present day Udaipur was laid in 1559 by

Maharaja Udai Singh. Udaipur city is a part of Girwa tehsil of Udaipur district

in southern Rajasthan. The city is surrounded by the spectacular and mineral

rich Aravalli hills at its northern and eastern sides. The average altitude of the

city is 577m above mean sea level. Udaipur is directly linked to the major

cities of India like New Delhi, Jaipur, Ahmedabad, Mumbai, etc. through road,

rail, and air. It is situated at a distance of about 450 kms from Jaipur and 250

kms from Ahmadabad on National Highway 8. It also has the distinction of

being the only city in the country to have both the East-West Corridor and the

North-South Corridor of the Golden Quadrilateral Highway Project passing

through it.

The city is a famous tourist attraction, with approximately 15 to 18 thousand

tourists visiting it daily and is often called as the "Venice of the East", as well

as the “Lake City". The lakes Pichola, Fateh Sagar, Udai Sagar and Swaroop

Sagar in city are considered some of the most beautiful lakes in the state.

Udaipur has witnessed multifold development in the last two decades. The

city is an industrial, administrative, and education centre. The economy of

Udaipur is diversified with significant contributions from tourism, trade and

commerce, and industrial Sector.

The city is also known for its high quality peculiar green marble and other rich

mineral deposits. There are many large and small-scale industries in Udaipur,

mainly in manufacturing of synthetic yarn, tyre tube, cement, marble tiles and

marble slabs, gases, synthetic threads, oil refinery etc. Udaipur has some of

the major industrial set-ups of country. Besides these, Udaipur is also an

educational hub with 5 universities, 6 colleges and more than 160 high

schools. The city is host to several state and regional public offices. Udaipur is

already an important tourism destination among international travellers. The

region falls in the Golden Quadrilateral project. Such opportunities would lead

economic development of the city.

Chapter – 1

Page 8 of 206

However the city has been facing major issues, which hinder its holistic

development. The absence of broad gauge connectivity to the city has been

affecting potentials in industrial as well as commercial growth. The

Infrastructure facilities like sewerage, drainage and solid waste management

need to be improved. The city is rich in heritage resources but lacks civic

awareness on heritage and conservation aspects. Rajasthan can be stated as

predominantly a rural state with more than 75% of its population living in rural

areas. However, the rate of urbanization in the last decades has increased

considerably and has witnessed a 29% growth. There are 31 districts in the

state, out of which Udaipur district stands fifth in position in terms of total

population. As compared to the state’s average rate of urbanization of 29%,

Udaipur district has urbanized at a rate of 26.8%.

Figure 1 Map of Udaipur Town

Page 9 of 206

B. Demographic profile and growth trends As per census 2011, the total urban population in Udaipur district is 3,068,420

persons, whereas of the Udaipur city is 451,735 persons. Hence it is evident

that Udaipur city is contributing to more than 75% of district’s total urban

population.

As per census 2011, the total urban population in Udaipur district is 3,068,420



population.

Table 1 Demographic indicators for State, District and City

2011 Rajasthan Udaipur

Udaipur Urban Population Rajasthan 17,048,085 3,068,

451,7

Sex Ratio 928 958 925 Literacy Rate 66.1 % 61.8

90.66

Density Person/sqkm 200 262 70

Udaipur is the sixth largest city in Rajasthan amongst the cities with

population more than 1 lakh. The city has witnessed considerable population

growth in the last four decades acting as a magnet city in the region. The

growing economy and increasing tourism growth of the city have attracted

both urban as well as rural populace. It is evident from the in-migration

statistics published under census 2001 that Udaipur has witnessed 34% rural-

to-urban and 49% urban-to-urban migration of the total migration.

Table 2 Migration Table: Udaipur City

1991 2001 Percentage of total migrants

Outside State

within state

others Outside State

within state

Other

s Total Migrants - - Rural to Urban 30 34 Urban to Urban 40 49 Migration within State

24 - 2 24 74 30 Migration within district

20 16 30 31 43 26

The city has been a growth pole for the region. However the decadal

population growth rate has reduced in recent past, and it has reached to

natural growth of population. The probable reason of today’s stabilization

Page 10 of 206

Year

Population Decadal Growth

Rate % 1961 1,11,139 1971 1,61,278 45.11 1981 2,32,583 44.21

1991

3,08,571

32.67

2001

3,89,438

26.20

2011 4,51,736 15.99

point of city can be increased number of main workers in the city, as well as

reduced / lesser opportunities for marginal jobs and lack of infracture facilities

in the town. Such condition reduces the chances of worker and professionals

to settle in the city leading to lower population growth rate.

Table 3 Population Growth in Udaipur

Figure 2 Population Trend In Udaipur

As per census 2011, the total urban population in Udaipur district is 3,068,420



population.

Page 11 of 206

Table 4 Decadal Variations in Demographic Indicators for Udaipur Town

Description 1981 1991 2001 2011 Total Population 232,583 308,571 389,438 451,100 Male Population 126,130 167,248 204,215 234,681 Female Population 106,453 141,323 185,223 217,054

Sex Ratio 844 845 907 925 Population Density P/Sqkm - 4784 6038 7014

Total Literates - - - 366,598 Effective Literacy Rate 62.41 77.69 75.92 90.66

Slum Population - - - 48145 Percent to total population - - - 10.66

increased population growth has laid impetus on city’s basic infrastructure and

housing needs. The present density of city is 7065 persons per sq. km. If

compared to the cities with similar areas, the density of population is

considerably high. Table 5 Rajasthan Cities and Density

The economic development in the city, has also contributed to the formation

of squatters and slum pockets, 10.66% of total population in city is living in

slums (as per survey conducted in 2009 for Rajiv Awas Yojana (RAY)). These

are the immigrant rural populace who are working in industrial units or

construction sites (as marginal workers), selling their art handicrafts or

working as help in domestic areas. The urban service providers have to

create a definite infrastructure to amalgamate the slum areas in city.

Table 6 Demographic Indicators

S. No. Indicator Indicator Value 1 Population Density 7014 persons per sqkm

2 Decadal Population Growth Rate 16% (2011) 3 Literacy Rate Effective : 90.66%

4

Sex Ratio

925 females per 1000 males 5 % Slum Population 10.66%

City Area (sqkm)

Density (Persons per sqm)

City Area (sqkm)

Density (Persons per sqkm)

Bikaner 163 3,196 Jhunjhunu 37 2,714 Ajmer 218 2,227 Kota 221 3,137 Sawai Madhopur 59 1,729 Bhilwara 118 2,364 Udaipur 64 7,014 Bharatpur 56 3,611

Page 12 of 206

C. Urban Governance

1.2.1. Existing Status The Udaipur Nagar Parishad was converted to Udaipur Municipal Corporation

(UMC) in April 2013. It is governed under the Rajasthan Municipalities Act

2009. There are 55 wards under the jurisdiction of UMC. The elected body of

UMC consists of Mayor (chairperson) who is the overall head of the

corporation; the Commissioner who is administrative head. UMC has an

executive committee. The members of the committee are the Mayor, elected

representatives from city, opposition party leader and all heads of

departmental committees.

Figure 3 Existing organizational structure of UMC

Page 13 of 206

The elections are conducted at a regular interval of 5. Then next municipal

elections are due in year 2019.UMC has 14 divisional (ward) committees, out

of which seven are mandatory under section 55 of the Rajasthan

Municipalities Act, 2009. These committees include elected members from

wards, officials of respective department from the corporation, and the

nominated members. The major committees are finance committee, health

and sanitation, slum improvement committee, development committee etc.

The committees have been assigned responsibility for a department. The

finance and executive committees are the financial decision making bodies.

Water supply of city is maintained and executed by PHED and Sewerage of

city is fully maintained by UMC but some of the area like Ambamata, Malla

Talai, Brahm pole, Amber mata, Amber Garh, Naga Magri, Guni Dayal Marg

etc is maintained by UIT.

D. Existing Sewerage System Udaipur city is not fully covered by an integrated underground sewerage

system. What ever the old system, is in the worn out condition due to

completion of its design life insufficient design capacity. Only the area covered

by UIT has workable the sewer system which is new . in some of the area the

work of sewer line is under progress. At present, the city has a skeleton

existing sewerage system, which covers the high density populated areas of

the walled city. Very sparse old sewerage system in the catchment areas of

the lakes consist of only 3500m of sewers varying in diameters from 150-350

mm covering a population of about 10,000 in Ambamata, Brahmapuri,

Lalghat, Navghat, and Chandpole area. The sewage from these sewers used

to flow by reaping up to Jhatwadi by a pump-house located at Chandpole

(ridgeline) from where it was gravitating to Hathipole through 400 mm

diameter gravity sewers.

The existing sewerage system spreads in limited area of 13 wards out of 55

wards of Municipal area of Udaipur i.e. ward nos. 22, 33 to 37, 42 to 47 & 50

with an outfall of 800mm diameter at Manwa Kheda at a distance of 4.5 Km

from City.

Besides this, UIT Udiapur took the execution of sewerage project to protect

lake Pichola from pollution. Sewage generated from the area Mallatalai,

Page 14 of 206

Haridasji Ki Magri, Ambamata Scheme, Raja Colony, Yadav Kachi Basti,

Bagore Ki Haveli, Purohit Ji Ki Haveli, Brampole, Gangor Ghat, Lalghat,

Gadia Deora etc. gravitate to Hathipole through 800mm dia sewer line from

where it is carried by existing sewer line already functional from Hathipole to

Manwa Kheda. There is one pumping station near Hanuman Temple in

Ambamataa area because of some low lying areas such as Yadav Kachi

Basti, Ambavgarh, part of Ambamata scheme etc. In this area, the main

sewer line runs from Mallatalai to Hathipole via Chandpole. The sewer line is

telescopic with starting dia meter of 500mm to 800mm at Hathipole. Part of

this sewer line has been laid in the bed of Lake Pichola. The ductile Iron

(800mm) pipe line has been laid in the lake bed. Along with a network of 24

Km sewer, about 3400 sewer house connection have been done

simultaneously.

1.2.2. Sewerage System constructed by PHED Initially PHED introduced the sewerage system in the city and they

constructed sewerage network for 84.2 Ha area in the walled city in the year

year 1976 - 78. The total length of the network is 21.5 km and has

approximately 5000 house service connections. The colonies or areas served

by the PHED scheme are listed below:

“Chand Pol Area ,Shivaji Nagar, Ganesh Ghati, Shakti nagar, Bhupal Wadi,

Ashok Nagar, Delhi Gate, Subhash Nagar, Hathi Pol,Hiran Magri Sector-3 “

The trunk sewer of the above sewerage system starts at Suraj Pol and drains

into River Ahar at Manwakheda. The size of pipes in the sewerage system

ranges from 150 mm to 300 mm and the size of the trunk main ranges from

400 mm to 800 mm.This system is in highly degraded condition, therefore

whole area has been proposed for new sewer line.

1.2.3. Proposal for replacement of old sewer lines In the walled city area, replacement and laying of new sewergae line shall be

done by pipe busrsting trenchless technology as open cut excavation is not

feasible in the narow lanes of the walled and will inolve road closure for longer

durations and inconvenience to the local population.

The Operation and Maintenance (O&M) of the sewerage system is being

looked after by the Udaipur Municipal Council (UMC). Page 15 of 206

1.2.4. Sewerage System Constructed by UIT The Udaipur Improvement Trust (UIT) built sewerage system of 24 kms length

for the following areas around the lakes in the year 2002-04, to avoid

untreated sewage being discharged in to the lakes. The sewerage network

built under this scheme covers peripheral areas of lake Pichola as well as

internal areas like Delhi Gate, Chandpole, etc. Appriximately 6000 house

service connections are provided through this system. Main areas covered by

the above scheme are as follows. Hari Das Ji Ki Magri Ambamata Malla Tallai

Brahm Pol Area Amber Mata Brahm Pol Magri Amber Garh Left side area of

Rang Sagar lake Guni Dayal Marg Naga Magri.

UIT constructed this sewerage system in two phases. In first phase, it covered

an area of 144 Ha around the lakes, which includes the colonies like

Ambamataa, Chandpole, city palace area, fateh palace area etc. In the

second phase UIT covered an area of 212 Ha which includes the colonies like

malla thalai, ekalavya colony, Raza colony, Amar Nagar, Kaimi Ekta Nagar,

Pragati Nagar etc. There are total 17 Sewage Pumping and Lifting Stations

and the length of the pumping mains is 6.9 km.

The existing trunk line from Hathipole to Manwa Khera is not sufficient to bear

the heavy load of sewage from these areas. In the year 2013-16, UIT with

assistance of Hindustan Zinc Limited, laid a 7.78 KM trunk line of diameters

varying from 800 mm to 1400 mm for conveying the waste water to STP of 20

MLD capacity at Ekingpura. This STP was based on MBBR technology and

was constructed in the year 2013-16 with assistance from Hindustan Zinc

Limited.

1.2.5. Proposal for cleaning and rehabilitation of old sewer lines

For rehabilitation of old sewerage lines the following steps shall be carried

out:

i. CCTV survey;

ii. Cleaning of the sewers and removing obstructions;

iii. Preparing the inside surface of the sewers for insitu rehabilitation of

the existing sewer; and Page 16 of 206

iv. Rehabilitation of the sewers by CIPP lining or other techniques

available in the market.

1.2.6. Disposal of Sewage The entire sewage generated in the city finds its way to Ayad River through

800mm diameter outfall sewer at Manwa Kheda village. Congested parts of

the city areas have extensive network of surface water drains, to which

wastewater from houses (including water closets) is directly connected. The

surface water drains ultimately discharge into lakes causing lake pollution.

There has been an arrangement to collect and convey sewage from

community septic tanks at various locations up to nearest natural or

constructed drains.

1.2.7. Existing Trunk Line The existing trunk sewer starts at Mallatallai with 500mm diameter. The

alignment of the trunk sewer passes through Brahmpole Marg, Swaroop

Sager Lake and Hathi Pol. The diameter of the trunk sewer increases from

500mm to 700mm at Jethion-Ki-Bari and continues with the same diameter up

to Brahmpole Gate where, the size of the trunk increases to 800mm and

continues up to Hathi Pol. The above trunk line joins another trunk line laid in

1971 by PHED, which goes all the way up to Manwa Kheda.

E. Situation Analysis of Existing Sewerage system

1.2.8. Sewage Collection System Major deficiencies in the existing sewage collection system are listed below.: Inadequate coverage with insufficient capacity and worn condition The sewage collection system is not laid to cover all areas of the city. In fact it

does not fully cover even the areas for which branch and main sewers have

been laid. The sewers laid by PHED by more than 30 years old therefore they

have completed the design life, hence complete old system has been

proposed to be replaced with new system. In UIT area which has been laid in

2005 has not covered the complete area. The size of sewer is 150 mm,

therefore facing the frequent over flow problem. Out of total line of 23.5 km in

Page 17 of 206

UIT area , 15.52 KM is 150 mm sewer, therefore during the design, it has

been proposed to replace the system with 200 m dia, but the replacement has

been proposed in II phase of project. All the on going sewer in UIT area has

been retained the the comprehensive sewerage project and intrgrated with the

design.

Presently the sewerage coverage population wise is 10% only through sewers

laid by PHED (21.5 kms in the year 1976-78) and UIT (24 kms in the year

2002-04). Total House service connections is 11,000 Nos.

In order to increase the coverage various projects have been launched and

undertaken under various schemes. These works are as follows:

a) Under NLCP (ongoing project): Population coverage is 10.3% and shall

be achieved by laying 54 km of laterals and providing about 5500 HSCs.

Areas covered: Peripheral areas of lake Fatehsagar and Pichola. Total

sanctioned amount is Rs. 52 Crores.

b) Under AMRUT (sanctioned project): Population coverage is around 18%

and shall be achieved by laying 84.70 km of sewerlines and providing

15,102 HSCs. The laterals shall be connected to interceptor trunk line for

onward conveyance to existing 20 MLD STP of Hindustan Zinc Limited.

Areas covered: Fatehpura circle to Sukhadia Circle and nearby area,

Panchwati Circle to Chetak circle nearby area, area between Chetak

Circle to hathipol, Chetak Circle to Shastri Circle and up to Ayad river

and Shastri circle to Surajpole. Sanctioned amount under AMRUT

project is Rs. 75 Crores.

c) Ayad river pollution abetment project Ayad river flows through Udaipur city for a length of 26 km from Thur to

Udaisagar Lake out of which 11.5 km passes through densely populated

city area. There are many drains carrying waste water and out-falling in

the Ayad River presently. Waste water of almost 60% of the total city

population is going to river Ayad without treatment through these drains

and thus polluting the river. A budget of Rs. 120 Crores has been

allocated for abetment of pollution in Ayad river for the following works

which are being undertaken by RUIDP: Page 18 of 206

i. Intercepting waste water flows of inflowing nallahs by laying trunk

sewer lines of about 21.50 Kms along both banks of the Ayad river at

an estimated cost of Rs. 66.90 Crores. The interceptor trunk sewer line

for 5.5 km already exists along the right bank of Ayad river.

ii. Laying of sewerage networks in ward No. 33, 34 and 38 of about 50.63

Kms length at an estimated cost of Rs. 53.10 Crores (Expected that

4.97% of the population shall be benefited).

d) Septage Management project: An estimate of Rs. 10 Crores has been

sanctioned for these works and is expected to benefit 3% of the

population.

It is estimated that after completion of these projects around 60.67% of the

population coverage for sewerage could be achieved.

Population coverage details shall be as follows:

1. Sewerage system laid by UIT & PHED : 10%

2. Sewerage projects undertaken under NLCP : 10.3%

3. Sewerage project under AMRUT Ph-I : 18%

4. Sewerage project under AMRUT Ph-II : 5.40%

5. Sewerage project under Smart City Mission : 12%

6. Sewerage works in ward No. 34,35& 38 under RUIDP : 4.97%

Total = 60.67%

1.2.9. House Connections Except the area in which UIT has laid sewer lines does not have house

connections, without which the sewer lines cannot function properly. Only

about 3600 old sewer connections exist in the entire city as against 75183

households as per census 2011 therefore all the remaining houses have been

proposed to be connected with property connections.

Page 19 of 206

1.2.10. Sewage treatment plant(STP) There is only one no sewage treatment system of capacity 20 MLD in the city

in Manavkheda / Eklinpura. The trunk line from the old city area is falling in

the River Ayad in Manwakhera village.

STP through Hybrid Annuity based PPP Model

The new three Sewage Treatment Plants has been taken on Hybrid Annuity

Based PPP Model (HAM). The HAM is a mix of engineering, procurement and

construction (EPC) and build-operate-transfer (BOT) formats, with the

government and the private companies sharing the total project cost in the

ratio of 40:60 respectively. This model will reduce financial burden on the

concessionaire during project implementation phase. The model will include

the following :

1. Concession period as well as payment period shall be 15 years.

2. 40% of total payment shall be made after completion of the Sewage

Treatment Plant. The remaining 60%, which shall include operation and

maintenance costs and the assured profits, shall come in the form of fixed

annuities.

3. The concessionaire shall be selected through competitive process based

on Rajasthan Transparency in Public Procurement (RTPP) Act.

4. PPP operator shall be eligible for incentives and concessions as per

STATE SEWERAGE AND WASTE WATER POLICY- 2016.

F. Salient Features of Project

The wastewater (sewage) or black water generation for future has been

calculated at 80% of the water demand. The water demand for this purpose

has been calculated at the rate of 135 lpcd. Additionally the institutional and

fire demand and the unaccounted losses for water have also been considered

for calculations the water demand as per the CPHEEO.

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The project is basically for Comprehensive Sewerage Scheme to be provided

in Udaipur town. Table 7 Sewage Generation

S. No. Description Projected

Population of Year 2018

Projected Population of

Year 2033

Projected Population of

Year 2048

1 Water Supply lpcd 135 135 135

2 Population 586074 766358 997992

3 Water Flow (MLD) 79.12 103.46 134.73

4

Sewage Flow (MLD)

as per CPHEEO Manual

(80% of Water Supply)

63.30 82.77 107.78

5 Total Sewage flow

including 5% Infilteration 66.50 86.90 113.20

6 Sewer Connectivity

(in %age)

38.3% of Sewer

Network with

100% Connectivity

100% of Sewer

Network with

100% Connectivity

100% of Sewer

Network

7 Sewage Flow (MLD)

as per Connectivity 25.50 86.90 113.20

Accordingly @ 108 lpcd, for the projected population of 7.66 lakhs for year

2033, the sewage produced will be to the tune of 86.90 MLD and for 2048 it

will be 113.2 MLD. As per the projected population of 2048, the capacity of

the STP will be 113.20 MLD.

The major components of Comprehensive project are:

1. Construction of Sewer line (DWC/RCC NP Pipes), 1136.00 km of 200 mm

dia to 1000 mm dia, Rehabilitation of existing sewers by Pipe Bursting /

CIPP Technology & new sewer line by Trenchless Technology in Udaipur

Walled City.

2. Construction of 69126 Nos of Manholes of various sizes on the sewer lines

of Brick Masonry and Pre-cast RCC Manholes.

3. Providing 166332 Nos of property connections with sewer lines and

providing, laying & jointing of 110 mm PVC-U pipe line for collection of

sewage from each house building line to street manhole.

4. Provision of trenchless in congested area and deep sewer areas.

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5. Provision of Vent Shaft on trunk main sewers.

6. Provision for the Pumping Stations and Rising Main.

7. Provision for Sewage Treatment Plant based.

8. O&M of 10 Year for Sewerage Network and SPSs.

9. Cutting & repairing of existing roads damaged during execution of sewer

line work.

10. Provision for restoration of underground utilities i.e. Water supply pipe line

and service connection etc.

As the Municipal Corporation is not having the experience of O&M of sewer

lines & there is no skilled staff with them therefore 10 Year O&M been

proposed for smooth functioning of sewerage system.

Over all Sewerage Project has been prepared for design year 2048 for

complete town including Sewerage Network, construction of SPSs, STP

based on SBR process and other appurtenances.

To lay the sewer network in whole of the area, lot of funds is needed and it is

not also practical to lay the sewer in the entire area, therefore phasing of the

area to be served with sewer lines has been done and prioritized area have

been taken in phases.

Providing Sewer Network in these areas is urgently required in the town. This

includes the work of providing sewer lines, manholes, house property

connections, road restoration, SPS’s to collect the sewer from Zones as

tabulated below and to treat the collected wastewater, provision of cumulative

capacity 113.20 MLD STP for Ultimate Year 2048 is also taken in proposed

works.

G. Field Investigations Before preparing these proposals, the following detailed survey work has

been carried out;

1.2.11. Topographical surveys • Topographical survey of the town.

• Leveling with auto level survey instrument of complete Municipal

boundary area of Udaipur.

• Details of existing sewerage/drainage pattern

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• Fixing of bench marks (List of bench mark with value is enclosed).

• Topographical Survey of STP Land (enclosed).

• Testing of waste water sample

1.2.12. Survey of Wards • Total no of Houses

• Ward wise population projections

• Area and Density of ward

H. Population Projections As per 2011 census the total population of municipal area of Udaipur town is

451100 souls and for 2048 it is projected as 997992. It is proposed to take up

the base year as 2011 and the design period is kept as 30 years and

therefore, the whole system has been designed for the year 2048. Population

projection with various methods is tabulated below: Table 8 Forecasted Population Calculated With Different Methods

Method AP GP IP GM Average Population of all Method

2016 479061 517818 481049 478814 565095

2018 490245 547191 493400 498546 586074

2021 507022 594403 512324 528882 618779

2023 518206 628120 525205 549597 641449

2033 574128 827658 592791 659072 766358

2048 658011 1251882 704112 841716 997992

Looking to the trend of growth and as per set practice in sewer projects,

average of above methods has been recommended/ proposed i.e. 997992

persons for year 2048.

I. Project Components

The various project components are as under:

• Providing, laying & jointing of RCC NP & DWC sewer pipeline for

lateral, branch and trunk mains as per design.

• Rehabilitation of existing sewers by Pipe Bursting / CIPP

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Technology & new sewer line by Trenchless Technology in Udaipur

Walled City.

• Precast manholes are proposed.

• Providing, laying & jointing of 110 mm PVC-U pipe line for collection

of sewage from each house building line to street manhole.

• Construction of sewage treatment plant of 5.0 MLD, 10.0 MLD and

25.0 MLD based on SBR process along the Ayad River at Kajrali

house, near FCI Godown and Kaladwas respectively.

• The width of repairs of BT road shall be taken as follows:

1. Width of cut plus 30cm on either side for Deep sewer

2. Width of cut plus actual cut on either side for deep sewer for

Cement Concrete road. It is also recommended that the CC road

cut shall be done by Cutter instead of JCB so that repair cost shall

be minimized.

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J. Design Parameters for Proposed Sewer line Works

Description Design Parameter

The Design period 30 Years as per CPHEEO Manual

Sewage Contribution 80 % water supply including Kitchen waste 135 LPCD

Population Forecast As per survey of proposed area & forecast proposed

Ground Water Infiltration a minimum infiltration flow i.e. 5% of flow has been considered

in the design

Hydraulic Formula Manning’s formula has been adopted in design. It is suggested

by Manual & is best for gravity flow in channels/pipes

Peak Factor PF as per manual is followed.

Depth of Flow in pipes Not exceeding 0.8 full at ultimate peak flow

Self-Cleaning Velocity Not less than 0.8 m/sec for peak flow but in initial stretches the

minimum velocity cannot be achieved in design. Therefore

flushing system as CPHEEO Manual has been proposed in

initial reaches, where velocity is less than desired.

Maximum Scouring Velocity Restricted to 3 meters per second

House Sewer Connections Provision of house connection for collection of waste water has

been proposed from property line to manhole by PVC-U pipe.

Design calculation On Excel computer sheet as per CPHEEO manual procedure.

Selection of Sewer Slopes Guide line of CPHEEO Manuals, has been followed

Manholes The provisions of manholes has been proposed as per guide

lines given in CPHEEO Manual

Drop Arrangement Drop arrangement is proposed where the laterals join the

manholes of main sewer and difference between invert levels of

incoming and outgoing pipe is greater than 600 mm

Manholes Construction Brick masonry manholes shall be constructed in brick masonry

in cm (1:4) and plastered from both sides in 1:3 CM. Pre-cast

RCC manholes have also been proposed.

Covers and Frames The covers for circular manholes shall be with clear opening not

less than 560mm. The manhole covers of pre-cast / Ferro-

concrete are suitable to withstand heavy traffic loads as per IS

standard.

Selection of Minimum Pipe Though, CPHEEO manual has recommended as 150 mm dia

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Size pipe size as minimum for sewerage. However, minimum pipe

size of 200 mm dia has been adopted by RUIDP considering as

the quality of pipe and cover to steel in pipe is not generally

good and same practice has been adopted and minimum pipe

size considered is 200mm dia.

Pipe Material RCC NP-4 / DWC pipes for sewer lines with granular bedding

are proposed. From 200 mm to 250 mm size, DWC pipe has

been proposed for 60% of total quantity of sewer line as an

alternative pipe material. This combination will help in laying

sewer in dense populated area/ market & busy roads to reduce

the public inconvenience for longer period. PVC-U pipe as per

IS: 15328 for property connection and DI K-7/9 pipe for nallah

crossing and rising main.

Structural Design of Sewers The structural design of sewers will be done in accordance with

the guideline of the manual of sewerage and sewage treatment

and in accordance with IS Code 4127-1967, 783-1959.

The load over pipe will be calculated of refilling material both

under trench and culvert condition. If the load calculated by use

of trench formula is more than the load calculated by the culvert

formula, the latter will be taken as the load on the pipe in trench

due to filling material. Load imposed where necessary, on the

pipe due to surface load has been considered, depending upon

the class of wheel load. Care will be taken to see that the field

loads on the pipe leave a factor of safety of 1.5 over its

corresponding supporting strength. If the worst combination of a

field loading on the pipe is achieved, then it is assumed that the

supporting strength of the pipe shall leave a factor of safety of

1.5. RCC pipes of class NP4 will be selected as suggested in

the above criteria.

Ventilating Shaft Pre Cast concrete shaft of 9 m height at the spacing of 300 mtr.

C/C is proposed

Construction of sewer Construction of sewer is proposed as per Manual. Trench less

technology is suggested/ proposed to cross the railway line.

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Geology of the project area The general water table is 20 - 25 mtr. Below the general

ground level but at some locations near out fall, water table is

near ground due to impounding. Soil Strata conditions have

been reported in DPR and enclosed.

Maintenance of sewer

network

The sewer network proposed to be laid shall be maintained by

the contractor for 10 years and 1 year defect liability period.

Schedule of Rates The rates for estimates in general are as per RUIDP SOR-

2013.

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Table 9 Dia wise Comprehensive details of sewer lines

Dia Length 200 MM 1043302.0 mtr 250 MM 25652.0 mtr 300 MM 17263.0 mtr 350 MM 7287.0 mtr 400 MM 3940.0 mtr 450 MM 2040.0 mtr 500 MM 4904.0 mtr 600 MM 12539.0 mtr 700 MM 5893.0 mtr 800 MM 6530.0 mtr 900 MM 4123.0 mtr 1000 MM 2527.0 mtr

Total Length 1136000.0 mtr 1136.00 Km

Table 10 Dia wise details of sewer lines for AMRUT Phase-1st

Dia Length 200 mm 78796 250 mm 1669 300 mm 1715 350 mm 987 400 mm 92 500 mm 1383 600 mm 638 800 mm 3137

Total Length 88417 Mtr 88.42 Km

Table 11 Dia wise details of sewer lines for AMRUT Phase-2nd

Dia Length 200 mm 71807 250 mm 1341 300 mm 668 350 mm 170 700 mm 1356 800 mm 2286 900 mm 96


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Table 12 Rehabilitation of existing sewers by Pipe Bursting / CIPP Technology in Udaipur Wall City Area (Smart City)

Dia Existing Length Proposed Length 150mm 37690 0 200mm 7269 42756 250mm 552 2203 300mm 0 552

Total Length 45511 Mtr 45511 Mtr 45.51 Km 45.51 Km

Table 13 Rehabilitation of new sewer line by Trenchless Technology in Udaipur Wall City Area (Smart City)

Dia Length 200mm 34772 250mm 41 300mm 910 400mm 917 500mm 1155 800mm 152


K. Construction of STP

1.2.13. Need for the Sewage Treatment Project Construction of STP at the end of collection and conveyance system is

essential part of sewerage system. Large quantity of untreated sewage if

discharged into surface water body may grossly pollute it, endangering the

health of users, aquatic life of stream and ground water. Wastewater after

secondary treatment can be disposed of into surface water body and with

proper precaution; it can be used in agriculture. As per the prevailing water

polluting laws, discharge of wastewater in the natural stream/ land is not

permitted.

Construction of Channel (chamber) has been proposed to store the treated

water for use of irrigation purpose in nearby agricultural land. The Treated

effluent shall be disposed off in channel, through which effluent can be used

for irrigation purpose. Reuse of effluent in irrigation will add in the revenue of

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the Udaipur Municipal Board. During rainy season remaining effluent will be

disposed off in nearby low lying area / nallah.

1.2.14. Location of Sewerage Treatment Plants The Nagar Nigam / USCL has proposed to augment the existing sewage

treatment capacity from 20 MLD to 60 MLD by constructing three STPs of

capacities and location as follows:

i. 25 MLD at Eklinpura (adjacent to existing Hindustan Zinc Limited 20

MLD STP)

ii. 10 MLD near FCI

iii. 5 MLD near Karjali complex

All the above three STPs shall be bid out and constructed, operated and

maintained by the bidder for 15 years on HYBRID ANNUITY MODEL (HAM). The

Hybrid Annuity Model is a mix of Engineering Procurement & Construction

(EPC) and Build Operate Transfer (BOT) pattern and has been formulated in

accordance with the State Sewerage & Waste Water Policy 2016,

Government of Rajasthan.

The total estimated cost (capital + O&M) of these three STPs has been

estimated to be Rs. 80 Crores.

Financial parameters - Hybrid Annuity Financial Model:

S. No. Particulars Cost (Rs in Crores)

1 Estimated cost for three STPs (25 MLD + 10 MLD + 5 MLD) - Capital

+ O&M for 15 years =

80

2 Cost to be shared by Nagar Nigam/ USCL @ 40% = 32

3 Cost to be borne by the bidder @ 60% = 48

4 Payments to be made to the bidder

(i) After commissioning of the STPs @ 40% of S.No.2 = 12.80

(ii) Remaining 60% of Nagar Nigam/ USCL share shall be paid

annually in 15 instalments. Per annum payment =

1.28

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The bidder shall share 50% of the treated water with Nagar Nigam/ USCL free

of cost. The bidder shall make own arrangements for reuse of its 50% share

of the treated water.

1.2.15. Criteria for Selection of the Process The selection of process for STP has been done on the basis of following

criteria.

1. Ease of construction

2. Ease of operation and maintenance

3. Simplicity of system (minimum equipment)

4. Trouble free service

5. Reliability of process

i. Well established design criteria

ii. Proven process worldwide

iii. Ability to absorb shock loads (Hydraulic / Organic)

6. Need for skilled / unskilled staff required for O&M

7. Presence / absence of nuisance potential from mosquito / fly / odor.

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

maintenance.

9. Safety / Hazardous conditions at the plant.

As we understand that main component of operation & running cost of STP is

power bill payment. During digestion of sludge in anaerobic digesters bio-

gases are formed which can be used for power generation. This will make the

STP self sustainable for O&M. As per present Indian practices, the STP

having capacity more than 20 MLD, the power generation units are

considered viable & are operationally feasible. Therefore, units for power

generation in STP can be installed.

Being Municipal waste, the indicative raw sewage characteristic as adopted in

other towns of Rajasthan by RUIDP/JDA/JoDA/UIT Ajmer has been

considered in design is as below:-

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Table 14 Design Parameters of Raw Sewage

Design parameter Value for design purpose

5 days BOD at 20 degree C temp. 300 mg/lit

COD 650 mg/lit

TSS 650 mg/lit

pH 6-9

TKN 55 mg/lit

TP 6 mg/lit

Flow 113.20 MLD average flow

Peak Flow- 254.70 MLD

1.2.16. Recommended Process 40 MLD STP (25.0 MLD, 10.0 MLD & 5.0 MLD) based on Sequential

Batch Reactor technology or MBBR has been proposed. Bidder may

go for any other equivalent process keeping the effluent parameters

as per manual.

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1.2.17. Design Parameters of STP Description Design Parameter

Design period The sewerage system is designed for a period of 30 years.

Outfall sewer is proposed to meet the sewage flows expected in

the year 2048. Treatment plant shall have a design life of 30

years but STP shall be provided in the phases. However, civil

structure of STP shall cater for design period of 30 years and

pumps etc shall cater for design period of 15 years.

Quantity of sewage flow Estimated flow as mentioned above is 113.2 MLD (ultimate

average flow) in year 2048 (design year). STP with capacity of

40.0 MLD is proposed.

Design base of STP “MANUAL ON SEWERAGE AND SEWAGE TREATMENT (2nd

Edition December 1993) Published by Central Public Health

Engineering and Environment Organization, Ministry of Urban

Development , New Delhi has been followed.

peak to average flow ratio 2.25: 1 peak to average flow shall be adopted for design

purposes.

Average Flow 113200 M3/day

Sewage Characteristics

Design parameter Value for design purpose

5 days BOD at 20 degree C

temp.

300 mg/lit

COD 650 mg/lit

TSS 650 mg/lit

pH 6-9

TKN(as N) 55 mg/lit

TP 6 mg/lit

Flow 113.20 MLD Average flow

and Peak Flow- 254.7 MLD

Process of STP Sequential Batch Reactor Technology (SBR)

Line of Treatment Method of treatment of sewage is fairly standardized and the

CPHEEO Manual describes various processes and their design

criteria that may be adopted while designing a STP. Accordingly

the treatment process may be divided in to three parts

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Primary Treatment

Screens: – Coarse and fine screens, grit separator to remove

suspended particulate matter. Primary settling Tanks to reduce

the load on secondary treatment.

Secondary Treatment

Consisting of Sequential batch reactor (SBR).

Sludge Treatment

In SBR process the raw sewage is directly taken in SBR reactor

for treatment. For small capacity plant (may be up to 20 MLD)

provision for primary tanks to remove primary sludge is not kept.

As there is no feasibility to recover the bio gas. But here primary

tank can be taken if use of bio gas for power generation or

bottling is planned. The secondary excess sludge is also

digested therefore no further digestion is required in digesters to

collect the gases.

Digested excess sludge will be taken out from SBR reactor and

will be dried /thickened on filter press. The dried/ thickened

sludge may be utilized as manure otherwise may be disposed

off in land fill site.

Treated Effluent Water

Quality

Considering the fact that the treated effluent shall be discharged

into a River. The treated effluent from the STP must conform to

effluent quality standards prescribed by the State Pollution

Control Board detailed below:

BOD < 10 mg/l

COD < 50 mg/l

TSS < 10 mg/l

Total nitrogen < 10 mg/l

Total Phosphorus < 2 mg/l

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Other Facilities to be

provided at STP

Programmable Logical Controller (PLC)

Laboratory

Security room

PMCC room

Control room

Rest room

Workshop cum store

Open store yard

Covered vehicle park

Land- Scaping

Road network and street lighting

Electrical works

Pantry and facilities

Tube well for drinking water

O&M It has been proposed for 10 years of Operation and

Maintenance to be included in the tender documents.

Completion period 24 months from the award of contract.

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L. Cost Estimates

1.2.18. Sewer line Components The Estimates in general; has been prepared on RUIDP SOR-2013 but to

make the rates reasonable, justified, the market rate analysis has been done

for few items such as earthwork in excavation, Pipe line etc. For restoration of

road actual area shall be measured as per standard drawing plus 30 cm on

each side of the trench. However, for narrow lanes (upto 3 meter width) full

width wearing course of BT/CC be considered. RCC pipe and DWC pipes with

Granular bedding have been proposed to be used to increase progress of

work. As per previous experience it has been realized that progress of work

may affect due to delay in supply of RCC pipes (200 mm dia), difficulty in

laying and testing also, therefore DWC pipes up to 250 mm dia has been

proposed to be laid up to 60% of total quantity.

1.2.19. Cost Estimate for the Proposed 40 MLD STP Presently, the cost of STP based on SBR process is more than 1.50 Crores

per MLD including disposal of effluent (on turnkey basis) as per the present

trend. However, Prices in the market has been continuously increasing and

considering the smaller capacity of STP, it is appropriate to consider the cost

of STP as 2.0 Crores per MLD. Therefore, estimated cost of 40 MLD

capacities STP based on SBR process in present shall be 80 Crores

excluding O&M. The STP shall be built on turnkey basis on HAM. The

Provision for O&M for 10 years shall be considered in the tender document;

however, payment for O&M shall be borne by the bidder from their own

budget. The estimated cost of SBR based STP is based on rates received in

Rajasthan for similar capacity STPs under RUIFCDO /RUIDP/UIT projects. In

SBR process the raw sewage is directly taken in SBR reactor for treatment.

For small capacity plant may be up to 15 MLD provision for primary tanks to

remove primary sludge are not kept. But here there is feasibility to recover

the bio gas. So any feasible proposal for utilization of bio gas can be

considered in later stage. The secondary excess sludge is also digested

therefore no further digestion is required in digesters to collect the gases.

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2. Technical Note on Project

A. Introduction and Background Udaipur city is known for its history of warriors and rich cultural heritage. It has

been the historic capital of the kingdom of Mewar of the former Rajputana

dynasty. The foundation of the present day Udaipur was laid in 1559 by

Maharaja Udai Singh. Udaipur city is a part of Girwa tehsil of Udaipur district

in southern Rajasthan. The city is surrounded by the spectacular and mineral

rich Aravalli hills at its northern and eastern sides. The average altitude of the

city is 577m above mean sea level. Udaipur is directly linked to the major

cities of India like New Delhi, Jaipur, Ahmedabad, Mumbai, etc. through road,

rail, and air. It is situated at a distance of about 450 kms from Jaipur and 250

kms from Ahmadabad on National Highway 8. It also has the distinction of

being the only city in the country to have both the East-West Corridor and the

North-South Corridor of the Golden Quadrilateral Highway Project passing

through it.

The city is a famous tourist attraction, with approximately 15 to 18 thousand

tourists visiting it daily and is often called as the "Venice of the East", as well

as the “Lake City". The lakes Pichola, Fateh Sagar, Udai Sagar and Swaroop

Sagar in city are considered some of the most beautiful lakes in the state.

Udaipur has witnessed multifold development in the last two decades. The

city is an industrial, administrative, and education centre. The economy of

Udaipur is diversified with significant contributions from tourism, trade and

commerce, and industrial Sector.

The city is also known for its high quality peculiar green marble and other rich

mineral deposits. There are many large and small-scale industries in Udaipur,

mainly in manufacturing of synthetic yarn, tyre tube, cement, marble tiles and

marble slabs, gases, synthetic threads, oil refinery etc. Udaipur has some of

the major industrial set-ups of country. Besides these, Udaipur is also an

educational hub with 5 universities, 6 colleges and more than 160 high

schools. The city is host to several state and regional public offices. Udaipur is

already an important tourism destination among international travellers. The

Chapter – 2

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region falls in the Golden Quadrilateral project. Such opportunities would lead

economic development of the city.

However the city has been facing major issues, which hinder its holistic

development. The absence of broad gauge connectivity to the city has been

affecting potentials in industrial as well as commercial growth. The

Infrastructure facilities like sewerage, drainage and solid waste management

need to be improved. The city is rich in heritage resources but lacks civic

awareness on heritage and conservation aspects.

Rajasthan can be stated as predominantly a rural state with more than 75% of

its population living in rural areas. However, the rate of urbanization in the last

decades has increased considerably and has witnessed a 29% growth. There

are 31 districts in the state, out of which Udaipur district stands fifth in position

in terms of total population. As compared to the state’s average rate of

urbanization of 29%, Udaipur district has urbanized at a rate of 26.8%.

The Udaipur city is divided into 55 wards for which elections are held every 5

years. In the 2011 India census, Urban population of Udaipur was 451100.

Municipal Corporation has taken up this scheme to improve infrastructure

facility and overall sanitation scenario of town in the coming years.

B. Need of the Project Udaipur Municipal area does not have sufficient sewerage system. What ever

sewerage system the city has is old , few area of city has workable sewerage

system. In rest of area toilet waste flow through soak pit or directly is being

discharged into the open drains which is unhygienic to the residents and

surrounding environment. Absence of appropriate sanitation facilities has led

to gross contamination of rivers and lakes of the city and ground water in and

around the town, posing high risks through water borne diseases. These

drains dispose in river and ponds thereby creating pollution of environment

and water bodies. Only few house holders have got septic tanks and soak pits

constructed in their houses. The soak pits are constructed in narrow streets

and are of shallow depth. These soak pits often overflow causing bed smell,

unhygienic condition & breeding site of mosquitoes.

Present system to carry sullage through open drainage system is entirely

unsatisfactory & unhygienic. Generally, disposal through septic tanks are

recommended only for isolated dwellings away from habitat with proper soak Page 38 of 206

pits in sandy soil sub strata. With the increasing population and rise in

population density of residential area, the problem may become serious for

disposal of effluent from septic tanks, as it may increase the nitrate contents

in the ground water in a long period. Location of large number of soak

pit/septic tanks within the area of municipal Board, are causing pollution of

groundwater/ surface water in the vicinity, though no study to ascertain this

have been conceived by the local body or other concern departments so far.

In the absence of safe disposal system of sewage as mentioned above, the

people of Udaipur are facing unhealthy and unhygienic environment therefore

public representatives are also demanding facilities of sewerage system on

priority basis. The town requires sound drainage and sewerage system.

After execution of sewerage system by providing underground sewer pipe line

network followed by sewerage treatment plant the public of Udaipur would find

great relief from unhealthy and unhygienic environment.

C. Population Projections As per 2011 census the total population of municipal area of Udaipur is

451100 souls and for 2048 it is projected as 997992 It is proposed to take up

the base year as 2011 and the design period is kept as 30 years and

therefore, the whole system has been designed for the year 2048. Population

projection with various methods is tabulated below:

Table 15 Population Projection Calculation

Method AP GP IP GM Average Population of all Method

2016 479061 517818 481049 478814 565095

2018 490245 547191 493400 498546 586074

2021 507022 594403 512324 528882 618779

2023 518206 628120 525205 549597 641449

2033 574128 827658 592791 659072 766358

2048 658011 1251882 704112 841716 997992

Looking to the trend of growth and as per set practice in sewer projects,

average of above methods has been recommended/ proposed i.e. 997992

persons for year 2048.

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There are 55 wards in Udaipur, having population 4,51,100 persons as per

2011, For the design purpose, the population forecast has been distributed

in wards considering the availability of water supply consumption, topography

of wards etc.

Total Projected Population for 2048 is 997992 Persons

D. Field Investigations Before preparing these proposals, the following detailed survey work has

been carried out;

2.3.1 Topographical Surveys • Topographical survey of the town.

• Leveling with auto level survey instrument of complete Municipal

boundary area of Udaipur.

• Details of existing sewerage/drainage pattern

• Fixing of bench marks (List of bench mark with value is enclosed).

• Topographical Survey of STP Land (enclosed).

2.3.2 Survey of Wards • Total no of Houses

• Ward wise population projections

• Area and Density of ward

E. Water Availability & Supply The Udaipur city is relying on surface water and ground water sources. These

sources are lakes and dams in and around the city and the tube wells located

in Udaipur.

Surface Water Sources Udaipur has numerous lakes in its vicinity. Lake

Pichola, Lake Fatehsagar, Lake Jaisamand are being important ones from

water supply point of view. These lakes along with, Mansi Wakal Dam and

other local wells are the major source of drinking water supply in the city.

Pichola Lake is the largest lake in the town and this manmade lake, dates

back to 14th century. The capacity of the lake is about 13,677 million litres,

while the maximum drawable limit is 19 MLD. Fateh Sagar Lake is a man-

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made lake constructed in the 19th century. Its capacity is 12,108 ML and its

maximum drawable limit is 12.5 MLD.

Jaisamand Lake is located approximately 50 kms from Udaipur. It was

constructed during 1730 A.D. for irrigation. Gross storage is around 415,000

million litres and minimum storage capacity is 75,000 million liters. Jaisamand

Lake has a much larger storage in comparison to Pichola and Fateh Sagar

and therefore it offers prospects of future development for water supply for

Udaipur. During emergency water is drawn from Badi Lake, which is located

on the outskirts of Udaipur. Its‘ gross storage is very less; hence it is not a

regular source of water and maximum withdrawal of water is only 0.25 MLD at

present.

Apart from the surface water source, water is also drawn from 50 tube wells

and 32 step wells located in the various parts of UMC. Besides, there are 8

tube wells constructed through RSMM (Rajasthan State Mines and Minerals)

located at about 8-14 kms from the city in Jamar Kotra Mines and Kharbadiya

Mines supplying water to city through Kaladawas Pumping Stations.

Municipal Corporation Udaipur has taken up the work of providing safe

drinking water supply to 100 % population of Udaipur. In some areas of town,

present service level is less than 135 LPCD, and to reorganization of water

supply system Municipal Corporation Udaipur in making continuous efforts to

increase service level to 135 lpcd standard.

F. Waste Disposal Udaipur city is not fully covered by an integrated underground sewerage

system. At present, the city has a skeleton existing sewerage system, which

covers the high density populated areas of the walled city. The old sewerage

system in the catchment areas of the lakes consist of 3500m of sewers

varying in diameters from 150-350mm covering a population of about 10,000

in Ambamata, Brahmapuri, Lalghat, Navghat, and Chandpole area. The

sewage from these sewers used to flow by reaping up to Jhatwadi by a pump-

house located at Chandpole (ridgeline) from where it was gravitating to

Hathipole through 400 mm diameter gravity sewers.

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G. Storm Water Drainage Udaipur region is very rich in drains and rivers. Ayar River and its tributaries

drain Udaipur city. Kotra River one of the biggest tributary of Ayar

commands an extensive catchment area in the southern west part of the city.

Most of the rainwater in Kotra River pour into Pichola Lake and enter the river

Ayar through Swaroop Sager Lake and Gumania Drain. In general the

undulating topography and existence of a number of huge water bodies do not

cause any drainage problem.

Most of the existing roads of the city have lined drains alongside and most

part of the area run off is discharged into the Ayar River. The city is generally

free from prolonged drainage congestion except in few places identified as

problematic areas. The main drains leading to storm water receivers are

irregular and mostly unlined. The vents of the cross drainage works are

almost choked and are not functioning properly resulting sluggish flow.

Moreover the service pipes in many places crossing through drains also

impede the flow. The internal drainage network also needs to be improved in

some places.

H. The Project The Comprehensive sewerage project including area under AMRUT phase II

and Smart City ABD area (Wall city area) is proposed to be covered. In the

proposed sewerage system for the dense populated old area and the area

suggested Udaipur Municipal Corporation has been considered and 40 MLD

(25+10+5) SBR based STP has been proposed.

Comprehensive sewerage project for the town has been designed in totality

considering outer area and further expansion of town. However estimation

has been done in phases due to constrains of fund available with Municipal

Corporation and State Government. In the present area has proposed for

execution.

The layout pattern and zoning of sewerage system is guided by:

• Topography and existing important physical feature

• Existing Drainage Pattern and availability of land for STP, SPS and

other appurtenances.

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• Existing and proposed layout with regard to right of way, width of road,

traffic densities of roads and streets.

Udaipur town area comprises of 55 wards. It covers the entire habitation of

the city. The entire area of Udaipur is undulated due to its dune type terrain

and there is so many localize depressions (Ponds) and water bodies,

I. Proposed Sewerage System The proposed sewerage system consist small size sewers of dia. 200mm are

generally laid in slopes of 1 in 120-200. The slopes provided in sewers for

size 250 mm to 400 mm are in range of 1 in 250 to 1 in 600, where as for

large size sewers in sizes 500 to 900 mm slopes provided are in range of 1 in

500 to 1 in 1200. Obviously, with in travel of 1000 meter the sewer line

consisting of laterals (150 to 200mm) collecting sewers (200 mm to 350mm),

and intercepting sewers 300mm to 400mm will go up to a depth of 6.0-7.5

meter. Regarding the initial depth, as per manual it is proposed to lay the

lateral sewer line with the starting depth as 0.9M but at places where the area

is saturated/fully habited/ plinth level permits or no further depth is required in

future and to avoid the greater depths of main sewer in narrow streets, even

shallower depths are also proposed.

Under this project, 1136 KM sewer line of dia 200mm to 1000 mm will be laid.

the details of dia wise length of sewers is as follows:

Table 16 Dia wise Comprehensive details of Sewer Lines

Dia Length 200 MM 1043302.0 mtr 250 MM 25652.0 mtr 300 MM 17263.0 mtr 350 MM 7287.0 mtr 400 MM 3940.0 mtr 450 MM 2040.0 mtr 500 MM 4904.0 mtr 600 MM 12539.0 mtr 700 MM 5893.0 mtr 800 MM 6530.0 mtr 900 MM 4123.0 mtr 1000 MM 2527.0 mtr

Total Length 1136000.0 mtr 1136.00 Km

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Table 17 Dia wise details of sewer lines for AMRUT Phase-1st

Dia Length 200 mm 78796 250 mm 1669 300 mm 1715 350 mm 987 400 mm 92 500 mm 1383 600 mm 638 800 mm 3137


Table 18 Dia wise details of sewer lines for AMRUT Phase-2nd

Dia Length 200 mm 71807 250 mm 1341 300 mm 668 350 mm 170 700 mm 1356 800 mm 2286 900 mm 96


Table 19 Rehabilitation of existing sewers by Pipe Bursting / CIPP Technology in Udaipur Wall City Area (Smart City)

Dia Existing Length Proposed Length 150mm 37690 0 200mm 7269 42756 250mm 552 2203 300mm 0 552

Total Length 45511 Mtr 45511 Mtr 45.51 Km 45.51 Km

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Table 20 Rehabilitation of new sewer line by Trenchless Technology in Udaipur Wall City Area (Smart City)

Dia Length 200mm 34772 250mm 41 300mm 910 400mm 917 500mm 1155 800mm 152


J. Proposed Discharge Zones

Based on the existing drainage pattern, topographical survey and general

topography of the city existing bottle necks in topography drainage pattern of

the town as shown in the map. The town has been divided into 29 sewer zones, out of these zones, zone 1 to zone 27 have been planned under this project and zone no 28 to zone no 29 are UIT zones. The outfall sewer

is proposed to be designed for taking entire load of the population in the area,

but the intercepting sewers and collecting sewers will be designed to cater the

population within their zone of influence. As the population increases by

covering the present undeveloped areas, additional intercepting sewers can

be laid to join the trunk sewers.

K. Sewage Pump Station

It is not logical to specify a maximum depth for a sewer as this will be dictated

by practical and economic considerations. The choice will normally be

between having a deep sewer and having a sewerage pumping station. The

suggested rule is that sewerage pumping station should only be proposed

with great reluctance, when absolutely necessary.

Sewers should always be laid at practically feasible depths, therefore to

reduce depth of sewers; Nine No of SPSs have been proposed at

Depressions to pump out the raw sewage into nearby trunk lines.

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L. Project Components The various project components are as under:

• Providing, laying & jointing of RCC NP & DWC sewer pipeline for

lateral, branch and trunk mains as per design.

• Rehabilitation of existing sewers by Pipe Bursting / CIPP

Technology & new sewer line by Trenchless Technology in Udaipur

Walled City.

• Precast manholes are proposed.

• Providing, laying & jointing of 110 mm PVC-U pipe line for collection

of sewage from each house building line to street manhole.

• Construction of sewage treatment plant of 5.0 MLD, 10.0 MLD and

25.0 MLD based on SBR process along the Ayad River at Kajrali

house, near FCI Godown and Kaladwas respectively.

• The width of repairs of BT road shall be taken as follows:

1. Width of cut plus 30cm on either side for Deep sewer

2. Width of cut plus actual cut on either side for deep sewer for

Cement Concrete road. It is also recommended that the CC road

cut shall be done by Cutter instead of JCB so that repair cost shall

be minimized.

M. Design Criteria The proposals and recommendations of the Manual of Sewerage and Sewage

Treatment (Second Edition), Ministry of Urban Development, 1993 and its

previous version of 1986, are normally complied with by all engineering

consultants and authorities throughout India for the design of sewerage

systems. In addition to the Sewerage Manual, sewerage design parameters

for Rajasthan have been standardized and documented by the Technical

Committees of the Public Health Engineering Department (PHED) and the

Rajasthan Water Supply and Sewerage Management Board (RWSSMB). In

general, the proposals comply with the criteria and recommendations of these

documents.

The design criteria adopted for preparation of the proposed project are as under.

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Population Forecast: The projected population has been estimated on the basis of average of

all the four methods (arithmetical increase, geometrical increase, incremental

increase and graphical method) as mentioned in the CPHEEO manual.

2.8.1 Design Period The design period as prescribed in manual is 30 years for all types of sewers.

As far as lateral and branch sewers are concerned, the design period as 30

years is adopted.

2.8.2 Estimation of flow in Sewers: Sewage contribution to sewer has been adopted as 80% of the per capita

water supply. The per capita contribution has been adopted as 108 lpcd. 5%

infiltration has also been considered.

2.8.3 Peak Flow The designed peak flow in the sewer section has been worked out on the

basis of the peak factors as per manual. Table 21 Peak Factors

i) Population up to 20000 souls 3.0 times the average flow.

ii) Population from 20000 to 50000 souls. 2.5 times the average flow.

Iii) Population from 50000 to 750000 souls. 2.25 times the average flow.

iv) Population above 750000 souls. 2.00 times the average flow.

2.8.4 Design Formula The flow and velocity in the sewer have been calculated as per Manning’s

formula for open channel flow. The formula adopted for circular conduits as

under:-

V= 1/n x R 2/3 x S 1/2

Where:

V= Velocity in meter/second.

S= Slope or gradient of sewer.

R= Hydraulic radius in meter.

N= Manning’s coefficient of roughness.

Value of Manning’s Coefficient:

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Looking to the finishing of inner surface of pipes practically assuming good for

outfall and fair for laterals, the value of ‘n’ has been adopted for type of

sewers as under :-

For SW pipes = 0.012

For RCC Pipes 200 - 500 mm dia = 0.011

For RCC Pipes above 500 mm dia = 0.011

PVC pipes = 0.011

2.8.5 Depth of flow Depth of flow in the sewer has been kept as per CPHEEO manual not

exceeding 0.8 times of full at ultimate peak flow through pipe (refer chapter

3.4.2.6 of manual).

2.8.6 Maximum and minimum velocity of flow The sewage manual recommends a minimum velocity of 0.8 meters/sec and

maximum of 3.0 m/sec. Provision of flushing unit has been taken for initial

reaches where minimum velocity is not achieved.

2.8.7 Man Holes for cleaning of sewers Where the self cleaning velocity is not achieved in some sewer lines provision

for Flushing Tanks/ Manholes for flushing sewer has been taken (Ref- IS-

4111 part-2). To give a self cleansing velocity of not less than 0.80 m/s, it

requires to be flushed occasionally to prevent deposition and clogging and

flushing water tanks are provided at suitable points on such sewer lines.

Under the effect of flush, a higher velocity is attained which is capable of

dislodging the deposited clay, mud and other solids sticking to the side of

sewer. Manholes of initial reaches shall act as flushing manholes .The

velocity achieved in design is for 24 hour average flow but actually velocity is

more during peak morning hours, therefore it is possibility that peak during

velocity, self cleansing will take place.

2.8.8 Quantity and Velocity of the Flush Water IS-4111 part-2 provides provision for flushing sewer pipes under 600 mm

diameter. The quantity of flushing water should be sufficient to fill

Requirements for location, design considerations and safeguards to be

adopted for flushing tanks used in sewerage system.

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Flushing Tank – There is also provision in IS for an independent tank or

chamber in which water is stored and discharged into sewer at intervals for

flushing sewer.

N. Design Considerations As per IS the sewer at least half-bore over the whole length of sewer to be

flushed or from one flush point to the next. The head at which the flush is

discharged should give an initial velocity much higher than the self-cleansing

Velocity, so as to ensure that solids already deposited will be removed. The

approximate quantity of flushing water per flush over a length of 75 m to 90 m

is as follows:

S. No. Diameter of Pipe (mm) Quantity of Water (litres)

1 250 1400 to 1700

2 350 1700 to 2700

3 400 2700 to 3600

4 450 3600 to 4500

Methods of Flushing and Type of Flushing Devices

Usual ways of flushing sewers are the following: -

• The construction of a special flushing tank at suitable points in sewer line.

The special flushing tank may be either a manually operated or an automatic.

• The controlled admission of a limited amount of surface water into sewer

line at required point.

• An extemporized flap valve or plug in a manhole at the lower end of sewer

length to be flushed. This can also be achieved placing slots at the outlet side

of an ordinary manhole to receive a wooden stop gate. Closing the gate will

permit sewage to accumulate, and opening it will allow a rush of sewage to

pass down the pipe.

• The use of a fire hose or a water tanker for which the appropriate fire

authority and water undertaking should always be consulted.

SPECIAL FLUSHING TANKS - Manually operated and automatic Flushing

tanks-

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Manually Operated Flushing Tank – It consists of a small independent chamber of masonry or concrete similar to a

manhole of size enough to store water required for flushing the sewer once. It

is connected with the manhole, in which flush is to be discharged. The

diameter of connecting pipe should normally be the same as that of sewer to

be flushed. It is provided with slots at the outlet side to receive a wooden stop

gate to be operated manually. An overflow pipe is also provided beyond the

required depth of water in this chamber, so as to avoid flooding the flushing

tank if gate is not opened at appropriate time. A connection to the water

supply system provides a small but constant supply of water so regulated that

the tank will fill at least once daily. A manually operated flushing tank is shown

below: Figure 4 Manually operated flushing Tank

Automatic Flushing Tank –

An automatic flushing tank shown below resembles a manhole but is

equipped with a siphon placed in the bottom. A connection to the water supply

system provides a small but constant supply of water so regulated that the

tank will fill at least once daily. When tank is full, the siphon goes into

operation and quickly discharges the water down the sewer. The quantity of

flush will depend upon the diameter of sewer line to be flushed. Adam’s

Siphon is one of such an automatic siphon, made of cast iron with trapped

outlet for flushing. The siphon for flushing a sewer line shall be 65 mm, 80 mm

or 100 mm diameter as specified.

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Figure 5 Automatic Flushing Tank

Period of Flushing - The period of flushing should normally be once in 24

hours.

SAFEGUARDS Safeguard for Automatic Flushing Tank –

Whenever an automatic flushing tank is provided, there shall be a physical

break between supply connection and the maximum water level in the tank.

Under the effect of flush, a higher velocity is attained which is capable of

dislodging the deposited clay, mud and other solids sticking to the side of

sewer. This may be done by providing following methods: -

Methods of Flushing and Type of Flushing Devices - Among the more usual

ways of flushing sewers are the following:

The construction of a special flushing tank at suitable points in sewer line. The

special flushing tank may be either a manually operated or an automatic.

An extemporized flap valve or plug in a manhole at the lower end of sewer

length to be flushed. This can also be achieved placing slots at the outlet side

of an ordinary manhole to receive a wooden stop gate. Closing the gate will

permit sewage to accumulate, and opening it will allow a rush of sewage to

pass down the pipe.

The use of a fire hose or a water tanker for which the appropriate fire authority

and water undertaking should always

There is scarcity of water in Rajasthan the project city also quantum of fresh

water required for flushing is not a practical solution. Therefore it is proposed

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that suitable arrangement in manhole may be provided for flushing of sewer

lines by treated waste water taken from STP through tankers.

Normal minimum depths for sewers Minimum depths of 0.9 m from ground for sewers have been kept as per

CPHEEO manual. It is recommended to adopt a general minimum depth of

sewer as 0.9 m. (except governing)

Manholes Spacing Provision of manholes has been taken as per CPHEEO manual clause

4.2.1.1. Spacing of manholes up to dia 300mm has been taken 15 mtrs due to

congested habitation. Maximum Spacing of Manholes of this dia need to be

limited to 30 mtrs during construction. Spacing of manholes dia between 300

mm to 800 mm has been kept 20 mtrs and for manhole dia above 800 mm

spacing has been kept 45 mtrs.

Manholes, manhole covers and foot step

Manhole chambers have been provided at regular intervals for providing

house connection and at every change in alignment or the change in the size

of the sewer. It is assumed in deciding the number of manholes on a line that

a manhole will be able to provide house connection for two plus two adjacent

houses on both sides. The size and shape of the manholes have been kept as

per the provision laid down in IS-4111 (Part-I). Circular shape of manhole has

been adopted considering a better structural ability and economy in

comparison to rectangular shape.

The minimum internal diameter of the manhole has been kept as below:-

(a) For depth upto 1.0M (Shallow manhole) 560 mm

(b) For depth from 1.25 to 1.65m 900mm

(c) For depth from 1.65 to 2.50m 1200mm

(d) For depth from 2.50 to 10.00m 1500mm

The minimum size of manhole for larger diameter shall be governed by the

diameter of sewer and space of 200mm to be left for bending on either side of

the channel.

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Manholes cover Ferro Cement Covers Cast Iron covers and frames were commonly used in

the past in other towns but, because of the widespread theft of these for the

scrap value of the cast iron, manhole covers are now usually Pre-cast Ferro

Cement type enclosed in a cast iron frame which is embedded in a reinforced

concrete manhole cover slab as were used in Jaipur by JDA / RHB. The same

is proposed to be adopted for this project by modifying the RUIDP SOR item

accordingly.

Footsteps Mostly, steps in the manholes of the old sewer lines are made of cast iron.

However, since about 1990, the trend has been to use precast Ferro cement

concrete steps which are cheaper than cast iron and are less likely to be

stolen.

Ferro cement manhole covers 500mm dia having designed to take 22T

ultimate load have been proposed. Ferro cement footsteps have been

proposed with spacing of 30 cm horizontally and vertically. In general the

spacing of manholes has been taken as per the existing housing pattern of

the locality but keeping maximum spacing of manholes for sewers restricted

to following distances:-

Up to 450 mm dia 30 Meter

Above 450 mm & Up to 900 mm dia 40 Meter

Above 900mm & Up to 1600mm dia 50 Meter

For sewers of above1600 mm, the spacing can be 60 meter.

Sewage fouling, possibilities of sewer corrosion and sewer ventilation Sewer ventilation is necessary for several reasons including:

• To prevent undue concentrations of hydrogen sulphide and other gases

potentially dangerous to concrete and other materials;

• To prevent undue concentrations of methane and other gases potentially

dangerous to operatives;

Hydraulic requirements The existing regulations and practices are the following:

The Design Manual recommends that sewers are designed to flow at 80% of

full capacity in order to allow for ventilation and indicates that ventilating

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columns should be considered on the sewerage system where there are older

property connections with intercepting traps.

The National Building Code of India realizes the need for and encourages

sewer ventilation through ventilating pipes on property connections.

Rajasthan Water Supply and Sewerage Management Board' (RWSSMB)

recommends that ventilation pipes are in all cases provided on main trunk

sewers at every fifth manhole.

The RWSSMB also recommends that where ventilation pipes are provided as

part of the house drainage' connections, ventilation columns are not required

on area sewers. It is recommended, however, that they are used on main

trunk sewers for sizes 300 mm & above with a spacing of 250 mtr and every

property drainage system should have a vertical ventilating pipe at the upper

end of every drain, in addition to any down-pipes' discharging into other parts

of the drains and which have ventilators to prevent water seals from being

broken.

In practice, the spacing of ventilation pipes should vary from about 150 meters

on small diameter sewers up to 450 meters on large trunk sewers.

In the present proposals, estimates for manholes been prepared with

construction in RCC/random rubble stone masonry / brick masonry

conventionally used in Rajasthan but alternative approach of pre-cast

concrete block masonry or pre-cast RCC manholes could also be adopted

looking to the fact that they would be faster in construction and would require

comparatively less excavation.

Structural design of sewers The structural design of sewers will be done in accordance with the guideline

provided in Chapter 3 of the manual of sewerage and sewage treatment and

in accordance with IS Code 4127-1967, 783-1959.

The load over pipe will be calculated of refilling material both under trench and

culvert condition. If the load calculated by use of trench formula is more than

the load calculated by the culvert formula, the latter will be taken as the load

on the pipe in trench due to filling material. Load imposed where necessary,

on the pipe due to surface load has been considered, depending upon the

class of wheel load. Care will be taken to see that the field loads on the pipe

leave a factor of safety of 1.5 over its corresponding supporting strength. If the Page 54 of 206

worst combination of a field loading on the pipe is achieved, then it is

assumed that the supporting strength of the pipe shall leave a factor of safety

of 1.5. That is to say for non-pressure pipes.

RCC pipes of class NP3 & NP4 will be selected as suggested in the above

criteria.

2.1 Selection of Material for Sewers The selection of material for sewer construction depends upon the flow

characteristics, availability in sizes required, ease of handling and installation,

water tightness, simplicity of assembling and joining, physical strength,

resistance to acids and alkalies, durability and cost or handling and

installation. It should also be able to withstand handling adoring cleaning

operation by bucket and jetting machine. Normally SW pipes and non

pressure RCC pipes conforming to IS 651 and 458 will be used. The mode of

jointing of RCC non-pressure pipes with rubber gasket is better and is also

being recommended under IS 458 under clause no.0.3.3.

Only three types of wastewater pipes are manufactured in Rajasthan.

These are precast concrete (PC), asbestos cement (AC) and DWC. Vendors

of GRP pipe are also exist in state they provide the pipes transported from

other states. All pipes for wastewater drainage should be manufactured to the

relevant Indian Standard. In practice, this does not always seem to be the

case and so this needs to be checked before ordering and accepting delivery

of pipes. The quality of pipes is also important when jointing.

In considering the most appropriate pipe material for use in town the following

factors should be considered:

• Availability of sizes and fittings, when required,

• Cost of materials and installation,

• Durability - life expectancy,

• Durability - resistance to chemical and biological attack, Strength,

• Condition of installation,

• Size - for example, the maximum size for SW is 300 mm diameter.

2.9.1 Precast Concrete (PC) Pipes Precast concrete pipes are manufactured as standard sewer pipes and as

pressure pipes. For sewers, non-pressure, reinforced concrete pipes are

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normally used. In the past, collar joints have been used with plain-ended

pipes, but these have now been superseded by rubber ring, spigot and socket

joints.

PC Pipes are manufactured in diameters from 150 to 2200 mm in accordance

with BIS Standards, and can be supplied with rubber ring gaskets. The

jointing system with rubber rings offers the potential for a water-tight and

flexible joint which is easy to make in a trench. The pipes are manufactured in

2.0 m lengths for diameters up to 250 mm, and 2.5 m lengths for diameters

above 250 mm.

Plain ended PC pipes with collar joints are also manufactured, but these are

not recommended.

Disadvantages of concrete pipes include:

• Limited range of fittings,

• Risk of corrosion following hydrogen sulphide formation in sewers.

• Need for good quality control and supervision over manufacture and

jointing.

Nevertheless, they have generally proved to be durable and have been used

extensively in Rajasthan environment. They are also relatively cheap. They

are therefore recommended (50% of required quantity of 200mm size) with

the precaution that the standards and specifications for manufacture and

installation will be followed.

2.9.2 PVC-U Pipes PVC-U pipes are manufactured as per IS 15328 in diameters from 75 mm up

to 400 mm. The pipes are delivered in 3 or 4 m lengths and can be joined by

either rubber gaskets or by solvent welding. Normally, rubber gaskets are

used for pipes larger than 100 mm. PVC-U is an inert material, and is suitable

for carrying many corrosive effluents and for laying in aggressive ground

conditions. However, the pipes are susceptible to poor workmanship, when

longitudinal warping, cross sectional distortion and cracking have been

experienced. It is also recommended that very careful attention

is given during installation to pipe stacking, handling, trench bedding and

backfilling procedures. PVC-U pipes have been now used in Rajasthan also

for public sewers, although it is reported that they have been used in private

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developments for house drains and connections. These will be used in house

& property connection.

2.2 House Connections There is problem in sewage collection varies from house to house. As the

construction plan of houses, number of stories, location of sanitary fittings in

the houses, method of carrying wastewater either to street drain or to sanitary

lane does not follow a standard pattern.

The number of outlet from ground floor and upper floors and their location

vary from house to house. However the following general principles may be

adopted.

2.10.1 For Sewage It is suggested to each plot holder should trap all outlet points into a pipe laid

along the front wall of the house. The connection may be through tee or gulley

trap. At the end of the pipe, a small chamber should be constructed. The

catch pit may discharge into a manhole of the street sewer through the PVC-U

pipe laid and plugged for it by ULB to avoid the entry of inert material from

lying of line to taking the connection by the consumer.

2.10.2 For Open Drains in houses Presently there is trend to connect the roof water to sewer line. In principle all

open drains existing in the houses for rainwater (central yard at ground floor

level) should be connected to storm water drains in the street. It is to be

ensured by the Municipality at the time of releasing the connection to the

consumer that no rain water connection to be joined with sewer system. It

should also be ensure the local authority that adequate yard slope and gully

should be provided to drain rainwater properly. The storm water drainage

planning and cost estimation for these storm water drain in town need to be

got done separately.

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2.3 Sewerage Pumping Stations and Pumping Mains General A ‘sewage pumping station' is a station which is part of a sewerage system.

When a sewerage system is being designed the aim should be to avoid

sewerage pumping stations wherever possible. This is because' the pumps

and associated equipment automatically form a weak point in the system.

However they are necessary where gravity drainage is 'not feasible in low

lying areas or where gravity drainage is not economical because of the cost of

excavation and feasibility in laying of sewer lines in narrow lanes in dense

area.

Recommendations => All pumping station shall be preceded by coarse bar rack. A clear spacing

between bars as 50 mm at sewage treatment plant and at lift station shall be

provided.

=> For simplicity of maintenance, the sewerage pumping stations of the wet

well type are proposed. The electrically driven pumps should be non clogging

and wear-resisting types, capable of passing solids up to 100 mm spheres,

and should operate close to their points of maximum efficiency. Standby

pump units should be provided at all pumping stations.

=> Manual of Sewerage and Sewage treatment by CPHEEO recommends

following arrangement of Pumps" The capacity of pumps shall be adequate to

meet the peak flow rate of flow with 50% standby. The capacity of pump is

usually stated in terms of Dry Weather Flow (DWF) estimated for pumping

station. 4 pumps are usually provided comprising of 2 of half of Average Flow,

1 no of Average Flow and 1 no of peak Flow capacity. It is proposed to

provide pumps of configuration as per recommendations of Sewerage

manual.

=> The vulnerability to power failure, and the potential impact of consequent

flooding, is considered for each pumping station. Looking to the doubt for the

reliability of the electricity supply, standby power diesel generators are

proposed to be provided.

=> All pumping station wet wells need to be ventilated to avoid a build-up of

hydrogen sulphide.

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As per manual clause 9.6.2 provision of wet welling proposed. The capacity of

sump is also proposed as per manual. (Not exceeding 30 min of average flow.

The provision of flooring like a hopper to avoid deposition of solid has been

proposed) In general no maintenance inside the sump is required during

operation. Only pumps are required maintenance for which removal of pumps

and lifting provision has been taken.

Pumping Mains The recommendations are as following:

=> Pumping mains should be designed with a minimum velocity of 0.9 m/s to

avoid sedimentation. The maximum velocity should be determined from an

economic comparison between pipeline and energy costs for different

diameters of pipe.

=> The minimum diameter for pumping mains should be 200 mm to minimize

the chances of blockages. Anchor blocks are required at all changes in

direction of the pumping main.

=> Where high points in the pumping main are absolutely unavoidable,

sewage type air relief valves, including an isolating valve to aid maintenance,

should be provided,

=> Washouts, leading to a ditch or preferably to a nallah, should be provided

at all low points.

=> Manholes should be well-ventilated to avoid a build-up of hydrogen

sulphide, the release of which is commonly caused of accidents.

In case of a pumping main discharging sewage into manhole, a provision of

pressure breaking chamber has been taken to avoid the turbulence in the

chamber.

Sewer Crossings Gravity trunk sewers must obviously cross beneath roads and railway tracks.

They can either cross above nallahs on a pipe bridge, or they can cross

beneath the nallah:

=> It could be, but this is unlikely, that the sewer is so deep that it can cross

under the nallah without altering manhole depths and gradients. Provided that

there is sufficient cover between the top of the sewer and the firm, true bed of

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the river, then there is no problem. However, the sewer must always be

protected by concrete against possibilities of scour.

=> It is more likely that it will be possible to cross the nallah via a pipe bridge

that is, by supporting each length of sewer pipe, which should be ductile iron

or protected mild steel, on concrete or other rigid, firm pillars. This is

acceptable provided that the sewer line is sufficiently high so that it is clear of

the water during maximum flood flow levels.

2.4 Proposed STP Site The Ayad river crosses through the Udaipur Town and carries the complete

storm water of the city. The main drains and the Trunk laid is also through the

river. The Area has been surveyed along with Municipal and revenue officials

for assessing the availability of adequate area. The decentralizes STP

approach has been proposed with finding the following suitable sites along the

Ayad river and their capacities determined by the design discharge coming to

the site:

1. Near Karjali House - 5 MLD

2. Near FCI Godown - 10 MLD

3. At Eiklingpura - 25 MLD

Location of STP site is given in Map enclosed. Land shall be got in

possession after in principal approval of project and thereafter fencing shall be

done around the land. Land is pertaining to ULB/UIT.

The salient features of SBR process based STP and process select in criteria

has been detailed in annexure.

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3. Execution Methodology and Plan for Laying of Sewer Lines

A. General During construction full care needs to be taken for diverting traffic and for

barricading and safety of the excavation sites. The excavated materials may

have to be transported to other suitable sites (to maintain flow of traffic) and

transported back for refilling of trenches, if required.

All necessary tests should be listed and carried out with due diligence, and

detailed in the technical specifications, manuals and IS codes:

The surface drains should not be connected to the sewer systems as they

also carry rain water, solid wastes and silt which tend to choke the sewers. As

mentioned at earlier para the surface drain planning and designing need to be

done under detailed storm water plan.

B. Priority in Sewer Construction Program Priority in sewer laying should be in such a way that the system can be

commissioned as soon as possible and early benefits can be delivered to the

public.

Works should be generally started at the downstream end of the systems i.e.

from outfall to lateral .First priority shall be for STP, second for outfall sewer

and then lateral and for other related works .

• A program should be developed for construction and commissioning

according to the priorities.

• Necessary instructions should be issued by Engineer In-charge to the

constructing agency that which lines should be taken up on a priority

basis and shall also be ensured for the execution in accordance to

the given priority.

Chapter – 3

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• It should also be ensured that construction program should be

prepared in practical manner. The following order of priorities may be

kept into consideration:

C. Priorities in Lateral sewers

• Laterals which can be commissioned earlier i.e. In area where

outfall/ main sewer laid and those areas covering maximum

population from downstream to upstream

• Last priority to less populated areas (i.e. Less than 50% habitation)

• No laterals should be laid in areas where habitation has not

developed in phase first.

D. Alignment In Case there is any variation in slope /levels during confirmatory survey in

that case before assigning work, L-section of each outfall should be

rechecked by the executing agency in consultation with designer of consultant

so that any short coming in flow is checked and rectified before execution of

lateral and sub main lines which are intended to join the out fall at specified

locations .The lateral lines shall be governed by the node to node ground and

invert levels as the distance between node to node is between 30 to 100

meters only.

The alignment and bed level of trench should be checked before laying of

granular sub base/PCC base as the case may be for pipes.

Laying of pipes as per design gradient is the most important factor for

successful working of sewerage networks. Therefore, it should be ensured

that the pipes have been laid as per the designed gradient in all sections of

sewer line.

The center line of pipe and gradient of the pipes, once laid in trench should be

checked regularly and this fact should be recorded every day in the site

instruction book. Any defect in the alignment and gradient should be pointed

out and corrected immediately.

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E. Barricading, diversions, display boards for safety The adequate & proper barricading shall be provided at site to have proper

safety and facilitation to traffic / inhabitants in their day to day activities and

should be decided by the Engineer in-charge to follow adequate safety

measures based on prevailing site conditions.

It should be ensured that the barricading has been carried out properly and

display boards for diversion, warning, work in progress, schedule of

completion of activity in the area are displayed at required places and proper

lighting arrangement at work sites are made during night for convenience &

safety of the public.

Proper safety arrangements in trenches, access to trench, proper stacking of

construction material, immediate disposal of surplus excavated material

should be ensured during construction.

(a) For excavated sites close to public roads/pathways, the area notice

boards should have lights during night hours.

(b) Barriers or covering should be provided to excavations, shafts, pits

and openings having a vertical fall distance of more than 2 meters,

except during the period necessary for the access of persons and

movement of plant, equipment and materials.

F. Shoring As far as possible, the installation of shores should be done from the surface

for sewers deeper than 1.5 M. The trench jack or horizontal braces should

never be used as a ladder for getting in or out of a trench as they are not

designed to take vertical load. Where shoring and shuttering for depth more

than 1.5 M is to be provided the same shall be designed by contractor and

shall be got approval from the engineer in-charge. At project formation stage it

does not seem practical to generalize the design as many parameters affects

the design load therefore where ever it is actually provided during construction

stage.

G. Wooden shoring Polling boards, walling and struts shall be suitably designed by the contractor

during construction stage to meet different soil conditions that might be Page 63 of 206

encountered in excavating trenches / pits. The horizontal and vertical spacing

of struts shall be such that not only the sides of trenches shall be prevented

from collapse but also easy lowering of pipe in trenches shall be ensured

without creating undue obstructions for the excavation of the work. While

taking out shoring planks, the hollows of any form must simultaneously be

filled in with soft earth well rammed with rammers and with water.

Engineer may order portions of shoring to be left in the trenches / pits at such

places, where it is found absolutely necessary to do so as to avoid any

damage which may be caused to buildings, cables, gas- mains, water mains,

sewers, etc. in close proximity of the excavation, by pulling out the shoring

from the excavations.

H. Removal of shoring When the removal of shoring is planned, the possible collapse of trench sides

should be anticipated. The newly installed utility line will then be safeguarded

in the normal course by being covered with loose or compact fill before the

shores are removed. If the trench is likely to cave in on removal of the shores,

it can be filled up to the bottom with horizontal brace. It is a safe way for the

worker to go down on the ladder and remove this brace, after which additional

trench space can be filled up to the next horizontal brace or screw jack.

If the trench is to stay after the removal of shoring, the ladder should not be

removed till all work within the trench is completed and the newly installed

utility line has been protected or covered.

I. Manholes & Manhole Cover

J. Manholes Design of sewerage networks is only indicative in respect of actual location of

manhole and street chamber, which needs to be decided at the site as per

site conditions. It is therefore required that before starting the work in a

section, the location of manhole and street chamber should be decided, while

deciding location of manhole chamber, it shall be ensured that no drinking

water pipe line is passing through it.

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K. Manhole Covers The Manhole cover frame and outer frame shall be of CI as per drawing and

as is being used in JDA i.e. JDA pattern conforming to I.S. 12592 (part I & II).

a) It should be ensured that the manhole cover is of double seal as per

drawing.

b) Ferro cement cover on the manholes should be finished in all sides to

avoid inconvenience or injury to the person going inside manhole.

c) The cover should be fixed keeping the direction flow arrow towards

the flow direction.

L. Backfilling and compaction in trenches Restoration of road, in case of trenches excavated for laying of sewer lines is

a critical activity in the project. It should be taken care of that these excavated

trenches are backfilled and compacted to required standards within the

shortest possible time to avoid public inconvenience. Backfilling in prescribed

thickness of layers & compaction to required density is very important. Proper

care is therefore required to be taken at every level to ensure refilling of

trench and restoration of road to desired standards. There should not be wide

gap between the length of excavated trench and the refilling of trench in the

works. This should be minimized and ensured that only minimum trench

length is kept open with all safety measures.

The following procedure should be adopted for backfilling and compaction:

(a) The trench should be refilled in the layers not more than 15 cm and

should be compacted and rammed manually with rammer below 1.5

m depth (portion in which timbering is there) so as to achieve the

desired dry density. The soil around the pipe and above up to 30 cm

height shall be compacted carefully manually with rammer with

watering as required.

M. Separation of sewer lines and its manholes More care needs to be taken in maintaining adequate separation of water

lines and sewer while laying new water lines/sewers. Pollution in water pipe

line from sewers/drains can endanger human health. It is of utmost

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importance that all measures are taken to prevent it. Stipulated measures for

protection against pollution of water supply lines due to sewer lines & its near

man holes should be followed in accordance to Water Supply and Treatment

Manual (clause 10.11 pages 389).

The maximum possibility of pollution in water supply lines is when these lines

pass through manholes of sewers. Therefore this condition should be totally

avoided and during construction of manhole. It should be ensured that no

water pipe line passes through Manhole.

Connectivity from house to the sewer line should be encouraged & ensured to

all consumers as soon as line is commissioned, so that the consumers are

benefited without delay.

Any construction defect causing road repair, choking in sewer lines etc.

should be taken care of by line agency during defect liability period.

Proper safety arrangements like barricading, timbering in trenches, access to

trench, proper stacking of construction material, immediate disposal of surplus

excavated material should be ensured during construction.

N. Safety In addition to the Cost, Time & Quality, the safety is also one of the important

components of the construction management. The safety should not be

compromised in any construction activity. The term "Safety" is defined as "A

thing is provisionally categorized as safe if its risks are deemed known and, in

the light of that knowledge, judged to be acceptable".

The most important ingredient in a safety program is the quality of the people

and quality of their training. Safety is habit that can only be developed through

repetition. Good habits are only developed by constant trainings in task in

correct manner until the act is performed in a safe manner. It is therefore

envisaged that stress shall be given on complying safety measures during

construction and on-site training for the working staff.

O. Safety in Excavation and trenching All trenches, 1.5 meters or more in depth shall at all times be supplied with at

least one ladder for each 30 meters in length or fraction thereof.

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(a) Ladder shall be extended from the bottom of the trench to at least 1

meter above surface of the ground. Sides of a trench which is 1.5

meters or more in depth shall be stepped back to give suitable

slope, or securely held by timber bracing, so as to avoid the danger

of sides collapsing. Excavated material shall not be placed within

1.5 meters of the edge of a trench or half of the depth of the trench,

whichever is more.

(b) Cutting shall be done from top to bottom. Under no circumstances

shall undermining or undercutting should be done/allowed.

(c) Minimum Check and Clear Edge of Trench -There is a tendency to

dump the excavated material just on the edge of the trench when

excavation is done manually. The material may slide back into the

trench or apply additional load on shoring. A provision of clear berm

of a width not less than one third of the final depth of excavation is

recommended. In areas where this width of the berm is not feasible,

the reduced berm width of not less than one meter should be

provided. It is always better to provide substantial toe board to

prevent 'roll back' into the trench.

P. Handling of Plant and Machinery

The excavation equipment should be parked at a distance of not less than the

depth of the trench, or at least 6 meters away from excavated sides for

trenches deeper than six meters.

(a) With the use of power shovels and draglines, the banks of trenches

become Instable and thus dangerous for persons working nearby.

These conditions should be watched and suitably remedied.

(b) The vehicles should not be permitted to be driven too close to the

pit. Care should be taken for locating roads leading to or from the

pit. While loading manually, the vehicle should not be taken too

near the wall of the pit. Use of post legs will reduce the risk of

accidents where the vehicle is reversed for loading.

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(c) Workers should be provided with proper tools. Overlooking the

importance of providing the right tools and protective gears for the

job is perhaps the most serious risk to workers.

(d) Workers using tools should guard against the danger arising out of

the sudden movement of material which may throw them off

balance. They should be adequately spaced to avoid being

accidentally struck by tools of others working nearby.

Q. Access and Escape The workers should be able to escape fast in the event of any mishap during

excavation. It is recommended that one ladder should be provided for every

length If 15 meters or fraction thereof in the case of relatively less hazardous

work.

Quite often the pathways become slippery due to accumulation of mud, sand

or gravel. This should be avoided. Further, the pathways should be strong

enough to withstand the intended use.

R. Additional Precautions The precautions should be taken of the power lines, cables during excavation

and other operation. The alignment should be checked properly prior to

excavation for any power cable etc.

(a) Ignorance and carelessness are major causes of accidents.

Tendency to employ cheaper unskilled workers for jobs requiring

proficiency and skill can lead to accident. This should not be

permitted.

(b) Water for construction activities, rain water and water flowing in the

drains are major cause of slides. Proper arrangement of diversion/

bailing out of such water should be done.

S. Safety in Construction during Monsoon Almost in all civil works, excavation and refilling of earth are common

activities, which if not carefully executed may pose problems to the safety of

works as well as passerby’s and road users during the impending Monsoon.

Normal to heavy rainfall event may affect our ongoing works in different

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manners. It should be our endeavor to ensure that such events do not prove

to be problematic to people and structures in particular. Some of the probable

occurrences are discussed below.

i. The settlement in refilled trenches of sewerage and water supply

lines may occur during monsoon. All Sites and the arrangements

shall be inspected and shall be dealt effectively with the eventuality

after a storm to identify such reaches and take immediate corrective

action by refilling and compacting.

ii. The Labour team should be equipped with vehicle, gum boots,

raincoats and T&P to tackle such situation during and after rains.

Adequate quantities of earth, debris and gravel should be stacked at

strategic places so that no time is lost in procuring such material.

iii. In trenches where pipe laying has been done and duly tested and

approved, refilling should be done soon after and all surplus material

relocated to safe disposal sites such that it does not obstruct traffic or

waterways.

iv. The execution of works having deep excavation in smaller lanes and

congested areas should be completed well before monsoon. The

works of deep excavation during monsoon should not be preferably

taken up or extensive care should be taken for execution of such

works.

v. All open ends of sewer lines should be firmly plugged to prevent

debris from entering the line. Manhole covers of sewer lines should

be fixed in place to avoid any harm to road users.

vi. Provision for safety engineer need to be taken in contract agreement

for safe execution to avoid any incident.

vii. Provision for first aid box also need to be taken in contract

agreement

T. Laying of Pipes The laying of pipes and fittings / specials shall comply with all currently

applicable statutes, regulations, standards and Codes. In particular, the

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following standards, unless otherwise specified herein, shall be referred. In all

cases, the latest revision of the standards / Codes shall be referred to. If

requirements of this Specification conflict with the requirements of the

standards / Codes, this Specification shall govern.

U. Codes of practice

IS: 783 Code of Practice for Laying of Concrete Pipes.

IS: 311 Code of Practice for Laying of Cast Iron Pipes.

IS: 376 Safety Code for Excavation Work.

IS: 127 Code of Practice for Laying of Glazed Stoneware Pipes.

IS: 5822 Code of Practice for Laying of Welded Steel Pipes for Water Supply.

IS: 6530 Code of Practice for Laying of Asbestos Cement Pressure Pipes.

V. Carting and Handling Wherever a section of pipe or a fitting is to be lifted or moved, it shall be

handled carefully with belt slings. The belts shall be constructed so that no

metal bears against the pipe and so that the bearing is uniform. The width of

the belts shall be adequate to prevent any damage to the pipe coating. The

pipe section may at no time be dropped but shall be lowered carefully into

position and may not be slided along the ground. If it is to be rolled, it may be

done only on slides or ground specially prepared so as to prevent any

damage to the coating.

W. Excavation The excavation of trenches and pits for manholes / chambers shall be carried

out in accordance with the Specification and shall be done such that it does

not get far ahead of the laying operation as approved by Engineer.

At every 30 meters interval and at every change in the gradient, sight rails

shall be provided. The sight rails and boning rods for checking the excavation

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and inverts of the pipes shall be of the quality approved by the Engineer. The

road metal and also the rubble packing shall first be stripped off for the whole

width of the trench / pit and separately deposited in such place or places as

may be determined by Engineer.

The material from excavation shall be deposited on either side of the trench

leaving adequate clear distance from the edges of the trench and pit or as

may be necessary to prevent the sides of the trench / pit to slip or fall or at

such a distance and in such a manner so as to avoid covering fire hydrants,

sluice values, manhole covers, etc. and so as to avoid abutting the wall or

structure or causing inconvenience to the public and other service

organization or otherwise as Engineer may direct.

All precautions shall be taken during excavation and laying operations to

guard against possible damage to any existing structures/pipelines of water,

gas, sewage etc.

Wherever a socket or collar of pipe or fitting / special occurs a grip is to be cut

in the bottom of the trench or concrete bed to a depth of at least 75 mm below

the bed of the pipe so that the pipe may have a fair bearing on its shaft and

does not rest upon its socket. Such grip shall be of sufficient size in every

respect to admit the hand, all around the socket in order to make the joint and

the grip shall be maintained clear until the joint has been approved by

Engineer.

The excess excavated material shall be carried away from site of works to a

place up to a distance as directed by Engineer. This shall be done

immediately so as not to cause any inconvenience to the public or traffic.

X. Refilling of trenches Where the excavation is in rock shall be with the surplus soft soil from pits

located in the nearby area where sewer line work is also in progress and soft

soil is available, to handle otherwise situation lump sum provision for

transportation of soft soil from suitable has been taken in BOQ.

The Standard trench section shall be allowed in general for excavation

quantity to be measured for depth up to 3.5 m. The Width of trench as per

standard trench section shall be Bc+200mm/Bc+500 mm for CC bedding/

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Granular bedding (where Bc is outer dia of pipe) at bottom of trench with

offset of 75mm on either side at every 1.5 m depth. However, if the soil is

loose and collapsible, timbering shall be done and if it is allowed to execute

excavation in extra width, it shall be determined with the angle of repose of

the soil and accordingly may be allowed. However, it shall be decision of the

Engineer In-charge to decide whether excavation is allowed in extra width or

timbering shall be done based on the economical criteria and site conditions.

Extra width for top 3.5m height may be allowed with total width of up to 4.0m

or actual at site, whichever is lesser in case of excavation for higher depth

(more than 3.5 m) and by mechanical means for taking the mechanical

equipment (such as hydra etc) at appropriate depth to carry out excavation at

depth more than 3.5 m with use of mechanical means. However, due care

shall be taken by considering the road width available and danger to the

adjacent structures but in no case extra width for excavation shall be allowed

for depth more than 3.5m.

In congested streets/ lanes, it shall be preferred to carry out excavation work

by manual means. However, in congested streets/ lanes or busy streets/

lanes, it shall be appropriate to carry out excavation work in night and

provision for excavation to be carried out in night with add extra rate has been

taken in the estimates. In no case the foundation of other existing structure

shall be exposed. The contractor shall got approval for any such situation that

is likely to be arisen.

Y. Work included in Excavation Unless otherwise mentioned in the project Specifications, all of the following

items are included in the excavation:

1. Removing all surface obstructions including shrubs, jungle etc.,

2. Making all necessary excavations true to line and grade,

3. Furnishing and installing all shoring and bracing as necessary or as

directed,

4. Providing for uninterrupted surface water flow during work in

progress,

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5. Providing for disposing of water flows from storm, drains, nallas or

other sources, suitably,

6. Protecting all pipes, conduits, culverts, railway tracks, utility poles,

wire fences, buildings, and other public and private property adjacent

to or in the line of work,

7. Removing all shoring and bracing which is not ordered to be left in

place or not required by the project plans or Specifications to remain

in place,

8. Back filling the trenches as directed or as per Specifications,

9. Restoring all property injured or disturbed by these construction

activities to the condition as near its original condition as possible,

Z. Change of Trench Location The location of trench may be moved a reasonable distance, on account of

the presence of an obstruction encountered during excavation or due to such

other cause, the trench location may be shifted as per decision of Engineer In-

charge.

AA. Minimum Earth Cover If a profile is not furnished for a pipeline, the main will be constructed with a

minimum earth cover of 900 mm from the invert of the sewer except the

shallow sewers governing the depth in initial reaches and rocky steep slope

areas, unless otherwise indicated on plans and ordered by the Engineer.

BB. Dewatering During the excavation, if subsoil water is met with, Contractor shall provide

necessary equipment and laborers for dewatering the trenches / pits by

bailing out water or water mixed with clay. If pumping out subsoil water is

found to be necessary, sufficient number of pumps shall be provided for

pumping out of water to carry out the work. Dewatering may also be done by

well point system to carry out laying work with ease. In both the above cases

the excavation shall be done to the required level and the pipes shall be laid

to proper alignment and gradient. Necessary arrangements shall also be

made for the disposal of drained water to nearby storm water drain or in a pit,

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if allowed by Engineer. In no case the water shall be allowed to spread over

the adjoining area. Before discharging this water into public sewer / drain,

necessary permission shall be taken from the local authorities.

CC. Shoring Engineer In-charge may order portions of shoring to be left in the trenches /

pits at such places, where it is found absolutely necessary to do so as to

avoid any damage which may be caused to buildings, cables, gas- mains,

water mains, sewers, etc. in close proximity of the excavation, by pulling out

the shoring from the excavations. Provision for such items (timbering to be left

in trench) has been considered in the estimates but if timbering is left

mistakenly or without the approval/ consent of Engineer In-charge, payment

for timbering left in the trench shall not be allowed.

DD. Boning Staves and Sight Rails In laying the pipes and fittings / specials the centre for each manhole /

chamber or pipe line shall be marked by a peg. Contractor shall dig holes for

and set up two posts (about 100 mm X 100 mm X 1800 mm) at each manhole

/ chamber or junction of pipe lines at nearly equal distance from the peg and

at sufficient equal distance there from to be well clear of all intended

excavation, so arranged that a sight rail when fixed against the post will cross

the centre of the manhole / chamber or pipe lines. The sight rail shall not in

any case be more than 30m apart. Intermediate rails shall be put up if directed

by Engineer.

Boning staves of 75 mm X 50 mm size shall be prepared of various lengths,

each length being of a certain whole number of meters and with a fixed tee

heads and fixed intermediate cross pieces, each about 300 mm long. The top

edge’s of the cross piece must be fixed below the top edge of this tee head, at

a distance equal to as the case may be, the outside diameter of the pipe or

the thickness of the concrete bed to be laid. The top of cross pieces shall

indicate different levels such as excavation for pipe line, top of concrete bed,

top of pipe, etc. as the case may be.

The sight rail of size 250 mm X 40 mm shall be screwed with the top edge

resting against the level marks. The centre line of the pipe shall be marked on

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the rail and this mark shall denote also the meeting point of the centre lines of

any converging pipes. A line drawn from the top edge of one rail to the top

edge of the next rail shall be vertically parallel with the bed of the pipe and the

depth of the bed of pipe at any intermediate point may be determined by

letting down the selected boning staff until the tee head comes in the line of

the sight from rail to rail.

The post and rails shall be perfectly square and planed smooth on all sides

and edges. The rails shall be painted white on both sides and the tee hands

and cross piece of the boning staves shall be painted black.

For the pipes converging to a manhole / chamber at various levels, there shall

be rail fixed for every different level. When a rail comes within 0.60 m of the

surface of the ground, higher sight rail shall be fixed for use with the rail over

the next point.

The posts and rails shall in no case be removed until the trench is excavated,

the pipes are laid and Engineer gives permission to proceed with the

backfilling.

EE. Bedding The bedding for pipe shall be provided as specified in the BOQ or as per

direction of Engineer

As per CPHEEO manual following are the reference for class of bedding for

conduits to be laid in trenches. In this project the bedding is of Granular sub

base in all the case.

Figure 6 Types of Bedding for Conduit in Trench

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FF. Concrete cushion, embedment and encasement Concrete embedment and encasement wherever required, shall be

constructed as directed by the Engineer. Where concrete bedding is to be

placed beneath the pipeline, the sub-grade shall be prepared to dimensions

as shown in the Drawings. The bottom of the trench may be sloped on the

sides or kerbed, but the thickness of concrete shall be as specified in the

Drawings or as directed by the Engineer. Dry mix will not be permitted.

For earth, granular material or concrete embedment, each pipe section shall

have uniform bearing on the sub grade for the full length of the pipe barrel,

suitable excavation shall be made to receive the pipe, bell or collar and allow

adequate room for proper workmanship in making the joint. Adjustment to line

and grade shall be made by scraping away or filling in with gravel or concrete

and not by wedging or blocking up the bell. Pipe sockets and barrels shall be

clean and free from dirt at the time of jointing.

The concrete for bedding portion will be mixed moist or damp to give a slump

of not more than 25 mm and for sides and top portions of encasement, if

specified, will be mixed to obtain a slump between 25 mm and 80 mm. All

water in the trench must be disposed off prior to placing of concrete. There

should be no cleavage line between the bedding concrete and the side

embedment concrete. Clear out space shall be left for jointing and lowering

pipe in place and bringing to grade by tamping under pipe or removing excess Page 76 of 206

concrete under pipe. After the joint is made, the remainder of the concrete

embedment may then be poured and thoroughly tamped to make bond with

original concrete. Care must be exercised in tamping to prevent lifting of the

pipe out of alignment or grade. Back filling shall be done in a careful manner

and such time after the concrete cushion, embedment or encasement is

placed, as not to damage the concrete in any way.

GG. Temporary Stoppages of Work At times when pipe laying is not in progress, or at the end of the day’s work,

the open ends of pipe shall be closed by a watertight plug or other means

approved by Engineer. During the period that plug is on, the Contractor shall

take proper precautions against floatation of the pipe owing to entry of water

into the trench.

HH. Testing and Commissioning

II. Water Tightness test All hydraulic structures such as sewer lines, manholes etc., or any other liquid

containers shall have to be tested for water tightness as specified in CPHEEO

manual. Following shall be adopted for hydraulic testing of structure:

• Sewer line- shall be tested in accordance to CPHEEO MANUAL

• Manhole: - shall be tested in accordance to CPHEEO MANUAL

• Liquid Container structure of STP The testing of such structure shall be done in accordance to relevant IS

(IS-3370). However to measure the evaporation losses a container of

size about 2 meter diameter , depth of about 20 cm. shall be filled up

with water with mesh cover to avoid entry of birds having scale

measurement to measure losses shall be provided at site near to such

structure. After expiry of testing period evaporation losses shall be

measured & deducted from the total losses from the structures put in

testing. The remaining losses shall be within the limits of specified

value.

JJ. Backfilling Trenches shall be backfilled with approved selected excavated material only

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after the successful testing of the pipe line. The tamping around the pipe shall

be done by hand or other hand operated mechanical means. The water

content of the soil shall be as near to the optimum moisture content as

possible. Filling of the trench shall be carried out simultaneously on both sides

of the pipe in such a manner that unequal pressure does not occur. Back

filling shall be consolidated by watering, ramming, care being taken to avoid

damage to the pipe line. In case of mild steel pipes / specials, the spiders

provided during assembly and welding shall be retained until the trench is

refilled and consolidated. Where timbers are placed under the pipe line to aid

alignment, these timbers shall be removed before backfilling.

KK. Reinstatement Of Road / Footpath Reinstatement of road / footpath shall be done as per the requirements of

local authorities and the relevant Specifications after the completion of work.

The Road reinstatement shall be done for the width for which excavation has

been carried out or as directed by engineer In charge. If the excavation of

trench is done in extra width for which approval is not taken from the

competent authority, payment for extra excavation and road restoration shall

not be paid to the contractor, however, it will the responsibility of the

contractor to re-instate the road. If any structure needs to be dismantled

during the laying of sewer line shall be repaired to the original condition,

however, prior approval shall be taken from the competent authority for

payment purpose.

LL. Clearing Of Site All surplus materials, and all tools and temporary structures shall be removed

from the site as directed by Engineer and the construction site left clean to the

satisfaction of Engineer.

Measurement for pipes and fittings / specials shall be in accordance with the

relevant clause(s) of Specification for particular types of pipes.

Service lines if damaged during excavation shall be made good.

MM. Manholes The following standards, unless otherwise specified herein, shall be referred.

In all cases, the latest revision of the Codes shall be referred to. If Page 78 of 206

requirements of this Specification conflict with the requirements of the Codes

and standards, this Specification shall govern.

IS: 111 Code of Practice for Ancillary Structures (Part I) - Manholes.

IS: 555 Cast Iron Steps for Manhole.

IS: 1077 Common Burnt Clay Building Bricks

IS: 3102 Classification of Burnt Clay Bricks.

IS: 395 Method of Sampling and Testing Clay Building Bricks.

IS: 2212 Code of Practice for Brick Work.

NN. Bed concrete The bed concrete shall be done in accordance to the specifications.

All materials shall conform to the relevant IS code and requirements laid in

contract agreement. Erected and secured reinforcement shall be inspected

and approved by Engineer prior to placement of concrete.

OO. Workmanship All bricks shall be thoroughly soaked in clean water for at least one hour

immediately before being laid. The cement mortar for brick masonry work of

manholes shall be in the proportion specified. Brick work 230 mm thick and

over shall be laid in English Bond unless otherwise specified. 115 mm thick

brick work shall be laid with stretchers. For laying bricks, a layer of mortar

shall be spread over the full width of suitable length of the lower course. Each

brick shall be pressed into the mortar and shoved into final position so as to

embed the brick fully in mortar. Bricks shall be laid with frogs uppermost.

All brickwork shall be plumb, square and true to dimensions shown. Vertical

joints in alternate courses shall come directly one over the other and be in

line. Horizontal courses shall be leveled. The thickness of brick courses shall

be kept uniform. For walls of thickness greater than 230 mm both faces shall

be kept in vertical planes. All interconnected brickwork shall be carried out at

nearly one level (so that there is uniform distribution of pressure on the

supporting structure and no portion of the work shall be left more than one

course lower than adjacent work. Where this is not possible, the work shall be

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raked back according to bond (and not saw toothed at an angle not exceeding

5o. But in no case the level difference between adjoining walls shall exceed

1.25 m. Workmanship shall conform to IS: 2212.

Brick shall be so laid that all joints are well filled with mortar. The thickness of

joints shall not be less than 6 mm and not more than 10 mm. The face joints

shall be raked to a minimum depth of 12 mm by raking tools daily during the

progress of work when the mortar is still green, so as to provide a proper key

for the plaster or pointing to be done. When plastering or pointing is not

required to be done, the joints shall be uniform in thickness and be struck

flush and finished at the time of laying. The face of brickwork shall be cleaned

daily and all mortar droppings removed. The surface of each course shall be

thoroughly cleaned of all dirt before another course is laid on top. If mortar in

the lower courses has begun to set, the joints shall be raked out to a depth of

12 mm before another course is laid. No extra payment will be made for

raking joints.

PP. Cement plaster work All joints in masonry shall be raked to a depth of 12 mm with a hooked tool

made for the purpose when the mortar is still green and in any case within 8

hours of laying. The surface to be rendered shall be washed with fresh clean

water to make it free from all dirt, loose material, grease, etc. and thoroughly

wetted for 6 hours before plastering work is commenced.

QQ. Pipe entering or leaving manhole Wherever a pipe enters or leaves a manhole, PCC must be out to a proper

form and must be laid around the upper end of the pipe so as to form an arch.

All around the pipes, there shall be a joint of cement mortar 1:2, 13 mm thick

between it and the bricks.

RR. Measurement for manhole The depth of manhole shall be measured from the top of cover to the invert

level of the deepest outgoing sewer from the manhole.

SS. Vent Shafts Generally Vent shafts shall be erected at places decided by EIC or as directed

by Engineer. Page 80 of 206

RCC Vent Shaft shall be connected to the nearest manhole shaft by 200 mm

diameter RCC NP 3 pipe or as directed by Engineer with wire mesh cowl on

top.

TT. Traffic Diversion Plan When the work of sewer line is in progress in narrow lanes of the town,

the traffic diversion system in consultation with the local residents has to be

planned as per the proposed execution time period of the lane or area under

execution. Following points shall be kept in consideration while preparing the

final diversion plan.

• The through traffic of town shall not have to follow narrow lanes to

avoid heavy traffic jams.

• The traffic diversion also gives passage to inner circle resident of the

area under execution.

• The traffic diversion shall be open only after checking the structural

suitability of the road / drains on which/ on sides of which the proposed

traffic flows.

• The traffic diversion boards with proposed timing and days be installed

at required places.

• It should be ensured that the works executed shall be properly safe for

the opening of the traffic prior to opening of traffic after execution of

the work.

• The adequate & proper barricading shall be provided at site to have

proper safety and facilitation to traffic / inhabitants in their day to day

activities and should be decided by the Engineer in-charge to follow

adequate safety measures based on prevailing site conditions.

• It should be ensured that the barricading has been carried out properly

and display boards for diversion, warning, work in progress, schedule

of completion of activity in the area are displayed at required places

and proper lighting arrangement at work sites are made during night

for convenience & safety of the public.

UU. Construction Material Construction material viz cement, aggregate, sand, brick, stone and

steel are available in towns. RCC Pipes are also available in the nearby area Page 81 of 206

of town. GRP & DWC Pipes and GRP manholes are not available in the town

therefore contractor need to arrange for the same material of appropriate

standard as approved by Engineer in charge.

VV. Cost Estimates The cost estimates have been prepared on the basis of latest RUIDP rates i.e.

RUIDP SOR 2013 and the rate analysis for earth work in soil/Ordinary rock/

Hard rock , as the proposed work of sewer line is inside the town with traffic

and narrow encroached lanes with laid underground utilities, has been done

and accordingly estimates has been framed.

To avoid time consuming measurement recording a Consolidated Item rate

has been workout for P,L & Jointing of sewer line for average invert depths

from 1.0 meter to 5.39 meters (with interval of 30 Cm) based on RUIDP SOR

2013 for the items required for laying of sewer line i.e. pipe bedding, close

timbering, pipe laying and disposal of surplus earth and Likewise consolidated

item rate for manhole has also been workout at different average invert

depths of interval of 30Cm and taken in BOQ .The abstract of rates has been

Annexed in DPR.

As per directions of ULB/ RUIFDCO the estimates has been framed for

complete sewerage scheme based on present rates, based on RUIDP SOR

rates. As per phasing of the sewerage scheme of the town as per the sanction

available the estimation has also workout based on present rate and based on

RUIDP SOR rates.

As regards the tender premium, it shall vary between 10-15 % based upon the

soil strata and site conditions with squeezed execution time period require

additional resources. However the loading due to some financial implication

conditions of Tender Document can cause any variation in the expected

tender premium.

As stated above it is not possible to lay the sewer with open excavation, the

trenchless technology using different methods has been proposed on techno

economical consideration. The methodology proposed for rehabilitation of

sewerage net work is explained as detailed below.

ACTIVITY PROPOSED FOR REHABILITATION OF SEWER IN WALLED CITY AREA OF UDAIPUR CITY DESILTING AND CCTV SURVEY

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LAYING OF SEWER WITH TRENCHLESS TECHNOLOGY PIPE BURSTING

1. FOR DESILTING AND CCTV SURVEY PRELIMINARY INVESTIGATION AND TOPOGRAPHICAL SURVEY: Site Study & Detection of Buried Manhole:

SEWER FLOW CONTROL: Before starting desilting of the sewer shall be blocked in the certain sewer

length taken up for desilting and rehabilitation work depending upon the

schedule and pump the sewage out of this sewer length to the downstream

or drain.

Simultaneously and as long as desilting, inspection and repair ,

rehabilitation work in the concerned sewer length is going on, over-pump

the arriving sewage water in the blocked sewer from upstream to the to the

first manhole downstream.

Over-pumping shall be as required on a 24 hours basis. The over-pumping

system shall be of sufficient capacity to handle the maximum peak flow.

Sufficient precautions shall be taken to protect the upstream sewer lines

from damage that might result from sewer surcharging. Also, sufficient

precautions shall be taken to ensure that sewer flow control operations do

not cause flooding or damage to public or private property being served by

the sewer involved.

FLOW BYPASSING:

For carrying out the desilting and rehabilitation job, a number of pumps at

different locations in the sewer line shall be installed as per site requirement

for over-pumping / bypassing the sewage flow. the necessary pump with

suitable capacity, conduit / pipe network and other equipment to divert the

flow of sewage around the manhole shall be installed. Suitable sewer line

plugs shall be inserted / temporary brick wall shall be constructed into the

line upstream & downstream of the section being worked. Plugs shall be

designed in such a way that any portion of the sewage can be released or

pumped out. After completion of the work in a particular stretch, the plugs /

temporary wall shall be removed and the flow restored to the normal

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conditions. During the operation, we will keep the necessary labour and

supervisors to set up and operate the pumping and bypass system.

If required the pumping operation shall be for 24 hour basis so that this will

not cause flooding or damage to Public / Private Properties. As far as the

pump is concerned, using suitable capacity of deep suction centrifugal

pumps / submergible pumps according to the site requirement.

DESILTING OPERATION:

The following method shall be followed for the desilting of the sewers.

a) Desilting of Non man entry sewer:

Engaging the vehicle mounted combined jetting-cum-suction unit for the

desilting of non man entry sewer, which is capable of creating vacuum for

sucking out dense waste / sludge like mud, slurry, grit etc. from the sewer

line. High pressure cleaning system can jet water at about 100 to 140 bar,

which can be adjustable as per the requirement by a control valve. By

ensuring that no damage occur to the existing sewer

The concept of flushing with more water with less pressure shall be used for

this cleaning operation. A specially designed rotary nozzle shall be used for

the cleaning operation. High pressure water jet equipment will have about

120 meters long hose which will push the debris, sand in the opposite

direction to the travel of the hose and the suction hose with suitable suction

nozzle shall be used to remove all the debris, sand, sludge, etc., from the

manhole into sludge tank. During the cleaning operation, manhole jack and

hose guide system shall be used wherever it is necessary to prevent

damage to the high-pressure hose. The jetting & suction operation can be

operated simultaneously for effective cleaning of the pipeline. The suction

operation can continue till the sludge tank is filled with slurry, sludge, sand,

etc. The safety valve provided inside the sludge tank will stop the operation

once the high level is reached. Afterwards for discharge of the debris either

this unit can move to the destination for dumping the debris or can transfer

this material into another tanker for transportation to the site by blow

operation or sludge can be transferred to barrels and the barrels can be

transferred to the dump yard / treatment plant. As far as this process is

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concerned, the silt for drying either at site or any other place shall not be

dump or stack. Various special nozzles for sewer cleaning and root cutting

application shall be used. Wherever there is no approach to take the jetting

cum suction unit, other conventional method for desilting shall be followed.

b) Desilting of man entry sewer: The super sucker unit with payload carrier for desilting the man-entry sewer

line shall be engaged. The equipment shall be provided with dewatering

arrangement so that only silt / sludge shall be sent to the dumping yard.

Through the existing manhole chamber necessary suction hose shall be

sent for desilting operation. One end of the suction hose shall be connected to

the specially designed suction nozzle for carrying out desilting operation and

another end shall be connected to the vehicle mounted payload carrier tank to

collect all the sludge, solid, debris, sand, silt, etc. The pay load carrier outlet

pipe shall be connected to the vehicle mounted super sucker unit which

generate high level of vacuum in the payload carrier tank. Super sucker

unit will have diesel engine driven vacuum blower and specially designed

cartridge filter and multicyclone, pneumatic control system, etc. Once this

super sucker is operated it creates high level of vacuum inside the payload

carrier through outlet hose. The payload carrier inlet pipe with necessary

valve arrangement shall be connected to the suction hose through quick

release coupling which shall be sent inside the manhole chamber for

desilting operation. Desilting operation personnel with necessary safety

gadgets will perform the desilting operation by proper manipulation of

suction nozzle and hose inside the sewer pipe. Once the payload carrier is

filled with sludge, silt, water and debris, etc., water shall be filtered back into

the storm waterline by the dewatering arrangement and only the sludge and

solid collected in the payload carrier shall be sent to the dumping yard. This

operation shall be continuous till the silt in the entire stretch is cleaned

completely. As far as our process is concerned we will not dump or stack

the silt for drying either at site or any other place. Once the first payload

carrier is filled with silt, it shall be sent for dumping and the second payload

carrier shall be connected to the super sucker system so that the process

can be continuous without any time loss. After dumping the silt in the

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dumping yard, the payload carrier shall be returned back for further collection

of silts.

SEWER CLEANING:

During desilting operation if there is any hard deposit of silt high-pressure

water jetting system to dislodge the same shall be used. After desilting to

remove any deposits inside the sewer line, a high-pressure water jet

system with specially designed manipulator with nozzle for cleaning shall be

used. High pressure cleaning system can jet water at about 100 to 140 bar

which can be adjustable as per the requirement by control valve. It shall be

ensured that no damage occur to the existing sewer.

During the cleaning operation, manhole jack and hose guide system shall be

used wherever it is necessary to prevent damage to the high pressure hose. A

trolley / truck mounted high-pressure water jet system for sewer cleaning shall

be used.

HP water jet system shall be consisting of high pressure pump driven by

diesel engine and necessary HP hose of about 120 meter length with

suitable nozzles.

INTERNAL CONDITION SURVEY & CCTV INSPECTION:

After desilting and before starting l in ing works and pipe bursting work, a

detailed inspection of sewer by CCTV System shall be done. This shall be

executed with a CCTV camera, operated from the surface. At the same time,

the depth of the manholes and the invert levels of the connected sewers

shall be measured and indicated on the plan. Af ter CCTV survey 2

copies of v ideo tapes (colour, PAL format) / 2 copies on CD, 2 copies of

the inspection and classification report including colour and still photographs

shall be submitted. The reporting shall be according to the “Manual of sewer condition classification"

After cleaning, the sewer shall be surveyed using remote controlled CCTV

video camera equipment. The camera unit has pan, tilt and zoom capability

to enable close inspection of any points of interest. It shall be crawler

mounted and positioned so that it shall be in the Denter of the pipe being

surveyed. It shall be powered by cable from the surface, which also

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measures the chain age to enable location of specific points. The survey

shall be recorded in MPEG format on DVD / videocassette which shall be

allowed to prepare a detailed reporting and analysis.

The CCTV and video inspection shall be done before lining and also after

lining.

Granite XP data collection and management software offering unmatched

flexibility, customization and ease of operation shall be used. These

software's shall be designed with asset based architecture so it shall possible

to navigate to a particular asset (e.g. pipe segment or manhole) and view all

inspection. These software's should have the ability to support and

synchronize with multiple data sources such as Microsoft access, oracle or

SQL server.

These software's shall have the following advantages: • View pipe graph in real time

• On screen report generation

• Search and filter data

• Random access to video frames instantly with the click of a mouse

• Synchronize with multiple data sources including Microsoft access, oracle

and SQL server

List of Photographs For understanding 1. Magnetic detector

2. Submergible sewer pumps

3. Pneumatic pipe plug

4. Desilting operation

5. High pressure water jet system

6. CCTV camera

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FIG. PNEUMATIC PIPE PLUG

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FIG. DESILTING OPERATION

FIG.HIGH PRESSURE WATER JETTING SYSTEM

FIG.CCTV CAMERA Page 89 of 206

FIG.CONTROL UNIT & MONITOR

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METHODOLOGY FOR EXECUTION THE SEWER REHABILITATION PROJECT USING PIPE BURSTING TECHNOLOGY CONSTRUCTION PROGRAMME AND METHODOLOGY The replacement of sewers by 'No-Dig" method of pipe bursting with appropriate

upsizing of the existing sewer in all the packages by Expandit pipe bursting

equipment strictly as per MCU's/ USCL's technical specification and requirement shall

be done. The Expandit pipe bursting equipment is operated by a compact hydraulic

power pack which can replace the existing clay ware / stoneware / RCC sewer pipe. By

this method the present sewer size can be upsized to the required size without any

difficulty. New pipe material proposed shall be of polyethylene of PE 8 0 / 1 0 0 grade

with suitable pipe thickness as per site design conditions and will comply with IS

14333. With the help of Expandit system we can upsize the pipe without any

excavation (No-Dig) from the existing manhole to the next manhole as per

requirement. In this method, there is no need of excavating a pit for locating the

equipment (launch pit) and reception pit (insertion pit) for pipe. Basically in this process

the bursting head shall be lowered into the manhole chamber after opening the

manhole cover. Necessary pipe protection shield, pipe ramming cylinder, winch

unit shall be positioned in the manholes, During the pipe bursting operation, the old

pipe shall be fragmented and the new short pipe shall be installed from one manhole

to another manhole without any road excavation. Hence, this latest technology shall be

appreciated by public and road users since there is no surface excavation.

INTRODUCTION

The pipe replacement shall be done by Perco's Expandit equipment, which is a unique

latest hydraulic pipe bursting technology which is used in Indian Territory by reputed

companies, thereby, upsizing of clay ware and RCC pipe can be done easily. No

trenches are required on the road by our pipe bursting technology.

The main advantage of this process is that the pipe bursting and replacement of the

existing sewer pipes without any excavation of the road surface can be done and will

not create nuisance to the public or diversion of traffic or closure of roads. In this

process, the equipment shall be installed through the existing manhole and bursting of

old pipe and installation of new pipe shall be simultaneously carried out and this

process does not create any sound, vibration and noise. We shall be using short length

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of pipes as per the manhole dimension with a special jointing arrangement called Snap-It

(patterned rubber ring joint), thereby, avoiding any pipe insertion pits. We have

considered HDPE pipe of PE 80 / PE 100 grade and the pipe wall thickness shall be as

per PN4 / PN6 grade as per IS 14333 and the invert level of the gravity sewer. The

service life of installed pipe shall be more than 50 years under live sewer conditions.

DESIGN LOADS: The pipe thickness is designed in such a way to take care of the superimposed

loads produced from the combination of earth pressure, hydrostatic loads and traffic

surcharge loads for each particular pipe section. The vertical earth pressure will

comprise full height of soil above the pipe without reduction in trench effects. We

have also assumed water table is located at surface level. Traffic surcharge load

also consider for a maximum load conditions. The pipe thickness is selected based

on the SDR rating of 19 for pipes up to 16 feet depth and SDR rating of 17 is

considered for pipes below 16 feet depth.

HDPE PIPES:

• All the pipes are designed for its structural stability

• Pipe will have sufficient strength to support all loads

• Pipe will seal sewer to prevent the infiltration of ground water into the sewer and infiltration of sewage into the surrounding ground

• Pipe shall be designed to withstand all construction loads

• Pipe shall be provided with protective layer inside the pipe which also give a good clear reflective surface while taking CCTV survey

• The pipe thickness minimum required for the short pipe installation methods (Snap-It) shall be SDR 17 (PN 6) or SDR 19 (PN 4) according to the depth of the sewer.

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SEQUENCE OF PIPE REPLACEMENT OPERATION: For the replacement of sewer lines by pipe bursting method (online trenchless pipe

replacement) with appropriate upsizing of the existing sewers we propose to follow the

sequence of operations

• Initial survey of area and the sewer line to be replaced

• Temporary plugging / isolation of the upstream and downstream of sewer to be replaced

• Temporary diversion of flow and maintaining of flow either by diversion or pumping to the nearest SWD / sewer / any other approved outlets.

• Structural assessment and making recommendations on the appropriate size of new pipe to be carried out before proceeding with replacement work.

• Plugging of the lateral or other such connections and its permanent reconnection by diversion to the nearest manhole.

• Upon completion of the above, the following shall be carried out prior to bursting.

• Carry out appropriate desilting of the sewer to be replaced before proceeding with the work

• Submission of detailed design calculations

• Carry out quality control tests or any other such tests to be witnessed by Engineer In-charge

• Actual replacement of pipeline by ‘ NO-DIG' pipe bursting

• Method.

• Repairs to the manholes

• Final sewer cleaning and CCTV inspection

• Remove plugs and establish flow

• Re-establish the diverted flow to reinstate original state of all conditions

• Road instatement (if required)

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GENERIC METHOD STATEMENT FOR SEWER REPLACEMENT BY EXPANDIT METHOD

SCOPE OF WORKS Work involves the replacement of existing clay ware / stoneware / RCC sewer pipes using

the Expandit system of 'No-Dig' Technology strictly as per requirement. New pipe shall

be polyethylene and comply with IS 14333. The Expandit system will use the existing

manholes for both launch and reception of the pipe and equipment without any surface

excavation.

GENERAL 1. Work in general shall be carried out in accordance with necessary

safety codes and procedures being followed. All operations shall be

carried out using experienced personnel.

2. Work within the public road / highways shall be carried out after

taking necessary work permission from UMC/USCL authority and from

traffic police department.

3. Suitable pneumatic inflatable plugs will be used to isolate certain

length of the sewer to be replaced.

4. The existing flows within the sewer shall be over-pumped using a

suitable submersible pump with the flow transported to the

discharge manhole / storm water drain using a layflat hose.

5. Transport and lifting of bursting equipment shall be facilitated by use

of a JCB excavator / fork lift / crane.

6. Throughout the duration of the works we will maintain a competent

supervisor on site.

7. The following safety equipment shall be on site at all times: -

■ Gas Detectors

■ Breathing apparatus

■ Safety helmets

■ Safety belts

■ Tripods Page 98 of 206

■ Forced ventilators

■ P.P.E. (Gloves, Goggles, Ear Defenders, etc.)

8. No work shall be carried out in manholes without the system where possible being

vented by the removal of covers on the upstream and downstream chambers.

PORTABLE TOOLS

Portable Tools shall be used to remove concrete benching, where required.

MECHANICAL EQUIPMENT The following critical equipment of required quantities shall be used in the pipe

replacement work according to the project planning and scheduling.

• Jetting cum suction machine

• CCTV system

• Pneumatic plugs

• Submersible pumps (for dewatering)

• Compressor

• Expandit system with various heads for pipe sizes of 355, 450 and 630 mm

• Hydraulic power packs

• Hydraulic winch

• Hydraulic ram unit

• Electric generator

• JCB excavator / crane (transport and lifting only)

• Grouting system (if required)

• Safety equipment

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DESCRIPTION OF THE PIPE BURSTING EQUIPMENT: Equipment:

The pipe bursting device shall be hydraulically operated. The bursting header will have

peddle type expander at the nose of the machine that will break out the existing

pipeline to a diameter sufficient to allow the replacement pipeline to be inserted.

The diameter of the hole formed by the expander will not exceed the outside diameter

of the replacement pipeline by more than 40 mm.

The pipe bursting tool shall be pulled through the sewer by a winch located at the

upstream manhole. The bursting unit shall pull the pipe with it as it moves forward. The

bursting head shall incorporate a shield / expander to prevent collapse of the hole

ahead of the PE pipe insertion. The pipe bursting unit shall be remotely controlled from

the surface.

The pipe bursting tool shall be hydraulic. The bursting action of the tool shall increase

the external dimensions sufficiently, causing breakage of he pipe at the same time

expanding the surrounding ground. This action will not only break the pipe but also

create the void into which the burster can be winched and enables forward progress to be

made. At the same time the pipe directly attached to the sleeve on the rear of the burster

shall also move forward.

Bursting tool:

Bursting tool shall be capable of breaking clay ware, stoneware and RCC pipes and

displacing the fragments of the existing pipe and creating an annulus sufficient for new

pipe of desired diameter. The bursting head will provide controlled radial expansion to

break the old pipe evenly over 360 deg. The bursting head is pulled forward to the

receiving manhole by the winch unit. Simultaneously, the new pipe is added to the rear of

the bursting head by a hydraulic jacking ram cylinder.

Winch Unit:

A winch shall be attached to the front of the bursting unit. The winch will provide a

constant tension to the buster in order that it may operate in an efficient manner. The

winch will ensure directional stability in keeping the unit on line.

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The winch shall be hydraulically operated providing a constant tension throughout the

operation. The winch shall be of the constant tension type but shall be fitted with a

direct reading load gauge to measure the winching load.

The winch shall be hydraulically operated providing a constant tension throughout the

operation. The winch shall be of the constant tension type but shall be fitted with direct

reading load gauge to measure the winching load. The winch automatically maintain a

constant tension at a set tonnage reading.

The constant tension winch will supply sufficient cable in one continuous length so

that the pull may be continuous between approved winching units.

The winch, cable and cable drum must be provided with safety cage and supports so

that it may be operated safely without injury to persons or property.

Ram:

A hydraulic ram cylinder is provided to jack the short pipe behind the bursting head during

the bursting and pipe installation operation. This ram cylinder shall be located inside the

manhole chamber.

Hydraulic power pack:

Two numbers hydraulic power pack shall be used for the pipe bursting and new pipe

installation operation. The power pack shall be driven by a diesel engine of suitable

capacity to achieve the desired load. This power pack will provide necessary hydraulic

power to the bursting head, winch unit, ram cylinder. This hydraulic power pack is

designed as a compact unit to suit the site conditions. The hydraulic pressure can be

adjusted according to the load requirement of the bursting system depending upon the

diameters of the pipe to be installed.

Control desk:

Two hydraulic control station shall be provided for the operation of the bursting head,

hydraulic winch, ram cylinder This is designed as a compact unit which can be located

near the manhole for the remote control operation of the pipe bursting job. .

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MATERIALS a High density polyethylene pipes:

PE 80 APE 100 grade pipe manufactured by ISO 9001 Company in India shall be used.

All relevant standards, technical schedule, test certificates, etc., of the HDPE pipe shall

be followed. Each short pipe length shall be suitably jointed by a patterned "Snap-It"

mechanical jointing method, designed for use with hydraulic pipe bursting system.

Snap-It is a proprietary pipe joints and is available in the range of outside diameters

ranging from 150 to 800 mm. The jointing uses nitrile / EPDM rubber 'O'-ring to seal the

joints once snapped together. The pipes can be cut into any length to suit the

application and internal diameter of the manhole. It is standard practice to use a pipe

length of 800 mm to 1000 mm as they fit neatly into the manhole and are light enough

to manually lift. The thickness of the pipe shall be decided based on the invert level of

the sewer.

b. Concrete for benching: Wherever the benching is removed from the manhole for the installation of the new

sewer pipe the concreting and new benching shall be provided. The RCC work shall be

done with 1: 1.5: 3 ratio of cement graded stone aggregate.

c. Cement for plastering and repairing of manhole: Necessary cement plastering of the manhole chambers shall be done with 20 mm thick

plaster in CM. 1:1 wherever it is required. The C.I. / PVC Sheathed foot steps provided

in the manhole shall be changed wherever required & if not in existence then new foot

rest shall be provided.

During execution if the manhole frame / cover is damaged the same shall be replaced

with new materials.

TEMPORARY LIGHTING All temporary lighting for night working shall be provided

HOUSEKEEPING It shall be ensured that the work place shall be kept tidy and dispose of any waste

material on a regular day-to-day basis.

SIGNS AND NOTICES

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all road signs and barriers shall be provided and maintained

PREPARATION & INSTALLATION WORKS Preparation:

Prior to work commencing on site each household directly affected by the works shall be

visited in order to establish points of contact.

A CCTV survey can be undertaken on various sewer lines, if required to establish the

location of any existing laterals. These shall be marked on the surface in order that they

can be excavated prior to bursting being undertaken on that particular length.

Work will commence preparing existing manholes by removal of the benching in order to

accommodate the new pipe and equipment. Unless noted otherwise existing manholes

need to be a minimum of 1200 mm diameter, or min. 900*1200 mm brick manholes,

constructed in accordance with Sewers for Adoption. This shall be in accordance with the

work programme. The cover & frame if required shall be removed and reinstalled after

completion of work.

Work will commence in preparing the existing manhole by removal of the benching in order

to accommodate the new pipe and equipment. Over pumping shall be established in

order to isolate those sections where the pipe replacement is being taken.

Installation :

DETAIL DESCRIPTION OF PIPE BURSTING METHODOLOGY

In pipe bursting a chain is passed through the sewer between manholes. The Expandit

equipment is attached to the chain at the launch manhole and is then fixed to the winch

already established at the reception manhole.

The Expandit equipment now fixed to the chain is entered into the existing pipe where it

is winched forward. Behind the Expandit within the base of the launch manhole a

hydraulic pushing ram is now installed.

As the Expandit head is hydraulically opened and closed the existing fracturable pipe is

forced into the compressible material creating an annulus sufficient for the new pipe.

Expandit is designed to replace a fracturable pipe in compressible material. Expandit is

then pulled forward to the receiving manhole. Simultaneously the new pipe work is Page 103 of 206

added to the rear of Expandit, or preceding pipe. Using the hydraulic ram the special

sections are attached together by a Snap-it coupling. Expected rates of progress are

10-12m per hour, based upon suitable ground conditions. Extremely cohesive soils and

some sands (including running sand) can cause excessive skin friction, which may

reduce progress and achievable bursting lengths. Expected bursting lengths are based

upon 70 m (max.) Continued use of the ram pushes the pipe into the annulus created

by Expandit and on to the receiving manhole.

Due to the force created by the hydraulic ram it is important to ensure the existing

manholes are of sufficient integrity to withstand such loads (i.e. PCC manholes with

150mm concrete surround)

Where lateral connections are to be remade these shall be undertaken using fusion

welded stubs and proprietary couplings to reconnect the existing clay ware.

On completion of the pipe works existing manholes are re-benched. The temporary flow

isolation plug shall be removed and the sewer flow shall be restored.

WORK PLAN / PERT CHART:

work schedule in the format of MASTER PERT CHART showing the timeframe of 24

months to complete the project within which various significant activities of the works

shall be executed and completed in all the packages shall be prepared.

No trenches for replacement of pipes shall be allowed if specially approved by the

Engineer. However, if necessary for the process the manhole frame or portion of

manhole may be broken for insertion of equipment or product pipe. After completion of

the work the responsibility to restore manhole without any additional cost shall be

included in the scope of work..

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ADVANTAGES OF NO-DIG' EXPANDIT PIPE BURSTING TECHNOLOGY: 1. No excavation (No-Dig) for laying of pipes with higher sizes from one manhole to

another manhole.

2. No need for any launching pit (2.5 M) and receiving pit

for new pipe installation.

3. Hydraulic operation reduces ground heave and movement compared to pneumatic

method.

4. Since Pipe sizes can be increased / upsized upto 175% of the original

size.

5. there is no excavation involved, hence obstruction to

smooth flow of traffic is very minimal.

6. In contrast to pneumatic pipe bursting which conveys vibration

and noise during the bursting operation which at times

adjoining utilities, the hydraulic expander tool is a self-thrusting

mechanism which cuts through the existing pipe in a 360 deg

radial fashion through all round opening of the petals.

7. Interdepartmental clearances from various other utility agencies

are not so essential.

8. The inconvenience caused to public in and around the project

site is negligible.

9. This offers long term full structural solution to the existing old

sewer pipeline.

10. Use of patterned short pipe with snap-it coupling eliminates any

road excavation and increases the installation speed.

11. Minimum 50 years of life expectancy for the new H.D.P.E pipe

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HYDRAULIC PIPE BURSTING EQUIPMENT AND OPERATIONPHOTOGRAPHS

Pipe Bursting Head

Hydraulic Power Pack

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Hydraulic Winch

Jacking Ram Cylinder

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Insertion of Bursting Head through the existing manhole without any

excavation

Removal of bursting head through the manhole without any excavation

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Breaking of MSW Liner - Demo

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PROPOSED WORK METHOD (CIPP Work): 1 PRELIMINARY INVESTIGATION AND TOPOGRAPHICAL SURVEY: Site Study & Detection

of Buried Manhole:

A topographical survey to determine the exact alignment of sewer and wherever required, trace out the buried manhole by metal detector shall be done. Based on this the sewer network map indicating various manholes and their location and reference, distance in between and also the invert level shall be prepared. Sewer alignment and approximate invert level drawings shall be made in AutoCAD and shall be submitted before starting the lining operation and also As-built drawing shall be made and submitted after completion of the desilting and lining works.

2 SEWER FLOW CONTROL:

Before starting desilting of the sewer, block the certain sewer length taken up for desilting and rehabilitation work depending upon the schedule and pump the sewage out of this sewer length to the downstream or drain. pneumatic plugs for flow control applications for a smaller dia sewers and temporary brick wall construction for bigger sewers shall be used.

As long as desilt ing, inspection and rehabilitation work in the concerned sewer length is going on; over-pumping the arriving sewage water in the blocked sewer from upstream to the first manhole downstream shall be done.

Sufficient precautions shall be taken to protect the upstream sewer lines from damage that might result from sewer surcharging. Also, sufficient precautions sha l l be taken to ensure that sewer flow control operations do not cause flooding or damage to public or private property being served by the sewer involved.

3 FLOW BYPASSING:

For carrying out the desilting and rehabilitation job a number of pumps at different locations in the sewer line as per site requirement for over-pumping / bypassing the sewage flow shall be engagged. necessary pump with suitable capacity, conduit / pipe network and other equipment to divert the flow of sewage around the manhole section in whichin which work has to be performed shall be installed. If required, diversion nearby S.W.D or D/S manholes of same sewer line will made. Suitable sewer line plugs shall be inserted / temporary brick wall shall be constructed into the line upstream & downstream of the section being worked.

Plugs shall be designed in such a way that any portion of the sewage can be released or pumped out. After completion of the work in a particular stretch, the plugs / temporary wall shall be removed and the flow restored to the normal conditions. During the operation, the necessary labour and supervisors to set up and operate the pumping and bypass system shall be kept.

The over-pumping system shal l be of sufficient capacity to handle the maximum peak flow.

As far as the pump is concerned suitable capacity of deep suction centrifugal pumps / submergible pumps according to the site requirement shall be installed.

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4 DESILTING OPERATION:

The following method shall be followed for the desilting of the sewers.

For a non-man entry desilting application shall be used with high pressure water jetting system along with a suction machine. The water jetting hose shall be introduced into the sewer through the manhole to dislodge the silt and push towards the manhole. In the manhole chamber a suction hose for cleaning all the debris shall be used. Once the tank is filled with the silt, it shall be sent to the dumping yard for disposal of the silt.

super sucker units with pay load carriers for desilting of the man-entry sewer line by deep suction machine shall be engaged. The equipment shall be provided with dewatering arrangement so that only essentially solid silt shall be sent to the dumping yard. As far as our process is concerned dumping or stack ting the silt for drying either at site or any other place shall not be allowed. The removed silt, sludge, debris etc. shall be immediately transported to a municipal or similar approved dumping site.

Once the first payload carrier is filled with silt, it shall be sent for dumping yard and the second payload carrier shall be connected to the super sucker unit so that the process can be continuous without any time loss. After dumping the silt in the dumping yard, the empty payload carrier shall be returned back to the desilting site for further collection of silts. We shall be deploying high capacity desilting equipment with necessary payload carrier.

If the silt deposit is hard, then a high pressure water jet equipment to dislodge the hard deposits is to be used, so that it shall be easy for desilting by the super sucker. Wherever there is no approach to take our super sucker unit, other conventional method for desilting shall be followed.

The cleaning method will not damage the sewer or jeopardize its stability.

5 SEWER CLEANING:

During desilting operation if there is any hard deposit of silt high pressure water jetting system shall be used to dislodge the same. After desilting to remove any deposits inside the sewer line, we shall be using a high-pressure water jet system with specially designed manipulator with nozzle for cleaning. High pressure cleaning system can jet water

at about 100 to 170 bar which can be adjustable as per the requirement by control valve. It shall be ensured that no damage occur to the existing sewer.

During the cleaning operation, manhole jack and hose guide system shall be used wherever it is necessary to prevent damage to the high pressure hose. We a trolley / truck mounted high-pressure water jet system for sewer cleaning shall be used.

H.P water jet system will consist of high pressure pump driven by diesel engine and necessary H.P hose of about 120 meter length with suitable nozzles.

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6 PRELINING INTERNAL CONDITION SURVEY AND CCTV INSPECTION:

After desilting and before starting lining works, we will carry out a detailed inspection by CCTV System.

This shall be executed with a CCTV camera, operated from the surface. At the same time, the depth of the manholes and the invert levels of the connected sewers shall be measured and indicated on the plan.

After CCTV survey 2 copies on CD, 2 copies of the inspection and classification report including colour and still photographs shall be submitted. The reporting shall be according to the "Manual of sewer condition classification" (UK water Industry, August 1993, Third Edition)

After cleaning, the sewer shall be surveyed using remote controlled CCTV video camera equipment. The camera unit has pan, tilt and zoom capability to enable close inspection of any points of interest. It is crawler mounted and positioned so that it is in the center of the pipe being surveyed. It is powered by cable from the surface, which also measuresthe chainage to enable location of specific points. The survey shall be recorded in MPEG format on DVD which will allow to prepare a detailed reporting and analysis. We shall be using Granite XP data collection and management software offering unmatched flexibility, customization and ease of use. These software's are designed with asset based architecture so it is possible to navigate to a particular asset (e.g. pipe segment or manhole) and view all inspection. These software's have the ability to support and synchronize with multiple data sources such as Microsoft access, oracle or SQL server.

7 PROPOSED WORK METHOD FOR REHABILITATION OF SEWER LINE BY CIPP PROCESS

7.1 SITE PREPARATION:

As explained above before taking up the lining operation by CIPP liner, the sewer shall be desilted, cleaned and inspected by CCTV system. After NDMC's approval the sewer shall be lined before removal of stanking / flow bypass arrangement.

Preliminary design calculation as per ASTM shall be submitted, but after desilting and cleaning all sewer measurement shall be done the liner shall be re designed to suit the site condition. Material used in the liner manufacturing is polyester needle felt with PU/PE coating and polyester resin. This material shall be non-corrosive, chemical and abrasion resistance to sewage as well as gases. The liner physical and chemical qualities are such that it gives a life of more than 50 years under severe conditions and toxic effect of sewage and gases, resistant to scouring, acids, alkalis, solvent, etc. and will provide for water tightness. Our Stand alone structural liner will increase the carrying capacity of the sewer. Wherever appropriate the lining shall continue through manholes.

Cleaning the host pipe:

Cleaning of the pipeline system is an essential part of the maintenance procedure.

It must be done:

• To remove all deposited materials because they reduce the discharge

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capacity of the pipe (hydraulic capacity).

• To remove all obstructions (e.g. root in growth).

• As a preparatory measure for an inspection of the pipe or for rehabilitation measures.

The extent of the cleaning procedure depends on the nature and amount of the non-compact deposited material, and on the obstructions to discharge. It also depends upon the purpose of the cleaning and the extent to which the cleaning has to be carried out. The host pipe does not have to be totally clean, because the CIPP liner™ is a self-supporting liner and therefore does not require adherence to the host pipe. The cleaning process must not alter the firmness of the pipe, but loose pieces of concrete, incrustations and fat deposits have to be removed.

All parameters of the cleaning procedure like: the number of cleaning runs, the speed at which the tube is drawn, the number of jets and the direction of the jets has to be chosen appropriately. Before the reconstruction work is performed, the efficacy of the cleaning has to be checked by sending a mobile TV-camera through the pipe once again.

Mechanical cleaning:

For the removal of obstructions (consisting of compacted deposits, root ingrowth and large deformations of the host pipe) it is necessary to resort to mechanical cleaning procedures. Mechanical cleaning devices dissolve and loosen compacted deposits, and then remove these solid substances. They are first inserted into the shafts and then into the pipe. Depending upon how disrupted the pipe diameter is and, on its nominal diameter, one can employ either hydro mechanical cutters, chain-driven spinning heads or rotating jets, as well as motor winches which exert different pulling forces.

Manhole Preparation:

Each manhole shall be inspected and cleaned. The top portion of the manhole into which the CIPP liner is going to be inserted for inversion shall be removed (if required) for proper inversion. After completion of the lining the manhole shall be reinstated.

Fig High Pressure water Suction system

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Host Pipe Preparation:

The host pipe shall be cleaned, with any obtrusions being removed and leaks preferably sealed. High pressure water jet cleaning shall be done after desilting. Debris should typically be removed to avoid backing up of any flows. Necessary CCTV surveys shall be completed before relining works can commence. If any infiltration is found, it shall be stopped by suitable grouting method.

Manhole Inverts:

Where possible the CIPP liner will pass through successive manholes. Wherever it terminates in the manhole we shall be doing proper end sealing to make it flush and water tight. The crown of the liner can be removed for the length of the manhole and in doing so the invert of the manhole is relined and a consistent flow path is provided.

Dividing the rehabilitation into sections:

Preparation is one of the most important issues of any contract, for it is at this stage that the design is chosen. A thorough investigation with sufficient personnel and equipment to safely permit physical access to the pipe to be lined is therefore essential.

Initially, all manholes/access points along the length of the pipe to be lined have to be located and distances are measured.

Once this is achieved, the number and lengths of the liners to be installed can be determined. Important characteristics are: the material of the pipe, the number of bends, the diameter of the pipe, and the condition of the pipe and possible diameter-reductions. The inversion can be done through preexisting access- or control-shafts when sewage canals are involved, and it is also possible to drive tubes through intermediate shafts.

For pipes with a diameter of 400 mm and above, restrictions in installation lengths are not due to the inversion process but factors such as size and weight of the liner, transportation difficulties, or the inability to fully heat and circulate the inversion water during the curing process. But on an average we can plan to install a liner length of 100 to 150 meters.

Pre-liner:

A pre liner can be used when a pipe does not dry up after cleaning. A pre liner is a non-porous, thin flexible Polyester sleeve, that is manufactured with the same diameter and length as the pipe to be lined and is inserted into the pipe prior to liner. The pre-liner may be pulled or inverted into the pipe; the liner is then inverted through the pre-liner.

Another reason for applying a pre-liner is infiltration. In the event of heavy infiltration into the host pipe, a pre-liner shall be used to prevent "wash out" of the resin during the installation process, or partial curing.

The Resin:

For this project we shall be using good quality Thixotropic Isophthalic Polyester Resin.

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Polyester resins:

The main advantage of these resins is that the curing temperatures and times can be tuned according to specific project requirements. Polyester resins also have good physical & mechanical properties and have a good chemical resistance. In addition they have good pigment ability.

Schematic view at the set up above manhole.

After the cleaning process is finished, the cameras have to be used again to inspect the pipes to see whether the cleaning was successful. Sometimes the camera is also used to record the new liner after curing and to see whether there are any irregularities somewhere.

So, CCTV inspections have to be made in different stages of the relining sequence:

• Prior to rehabilitation or renewal of a pipe, to recognize and record the actual damage of the pipe system

• Immediately after cleaning, but before installation of the CIPP-system, to check the efficacy of the cleaning process and to record the location of the laterals.

• After rehabilitation of the pipe-section to make sure that the renovation was according to demands and for documentation of the finished product.

Site Preparation:

Inversion Tower:

Once traffic management has been established, the first operation is to erect the scaffold tower for the inversion. The liner is attached onto the top ring device at the head of this scaffold. The scaffold should be erected so that the inversion ring is central within the tower and vertically above the inversion point.

This scaffold must be capable to withstand the loading imposed by the vertical water column, site crew, impregnated liner and any other equipment that is necessary. The hold back rope will also impose a load on the scaffold, especially if the pipe being lined has a steep gradient.

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Quick stage scaffold plan of approximately 2.5m x 2.5m is generally acceptable for liners up to 450mm in diameter. For larger diameters, a purpose built structural scaffold shall be necessary due to the higher loadings imposed by the weight of water in the vertical column of the liner suspended from the scaffold tower.

Rollers are usually incorporated within the tower to assist the passage of the liner from the transport truck into the pipe. The rollers should have a Ǿ of app. 150 mm, in order to prevent damage to the liner and at the same time enable the air in the liner to flow out.

Ratchet straps are generally used to fasten the liner to the inversion ring and these should be stored on the inversion ring ready for use. .

During the construction of the scaffold one must be careful to ensure there are no sharp edges, protrusions etc. that could snag on the liner during the inversion. Damage to the coating of the liner can have serious consequences. If however damage should occur to the liner, it can be repaired in two ways.

• Fixing a patch of PU with THF. Important parameters are the applied pressure, the cleanliness of the liner at that point and the fixing time.

• Fixing a patch with super glue. This can be applied even when resin or other fluids are already on the liner. The liner can be cleaned first with a solvent (e.g. acetone). The gluing time should be at least 30 seconds.

In order to lift the liner from its transport to the scaffold, liners less than 450mm in diameter can generally be manhandled, liners of 450mm and above will usually require mechanical assistance in the handling and lifting of the liner during insertion (possibly in the form of a mobile crane).

Once the liner is installed, the mobile boiler unit will replace the transport truck. It is therefore necessary to ensure access is available for all equipment required at a given insertion point.

Water Supply:

Water supply should be made ready to the inversion ring. This is usually done via a hose fitted to a nearby water tanker, provided that there is sufficient pressure to fill the volume of the liner in 2 to 3 hours. Once the inversion is complete, a lower volume supply shall be needed during the curing process to top up the boiler and inversion head as necessary.

Finally if it is intended to force cool the liner then a tanker shall be required during this operation.

Installation of thermocouples:

It is recommended that thermocouples be used to monitor the temperature of the interface between the liner and the pipe wall at locations along the length of the pipe being lined. If they are used, they should be installed at this point. The sensors need to be installed at the inside surface of the host pipe before installing the new liner. When the liner is then put in place, the sensors shall be in the coolest point of the systems. Recommended places are the entry pit, the end pit and in at least one intermediate manhole (if there is one).

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Installation of the Stop End:

Finally, a "stop end" should be positioned in the liner at the termination manhole. It is used to prevent the liner from inverting beyond its termination point. It has to withstand the loading imposed on it by the pressure in the liner.

For smaller diameters a simple timber construction shall be sufficient; however for diameters exceeding 350 mm, a steel construction is needed because loadings on the end sealing can exceed 10 tonnes. Indicative figures for the pressure on the end sealing (depending on the diameter and hydrostatic pressure) are given in Table 2 below.

Table 2: Pressures (in kN) on the end sealing in relation to diameter and hydrostatic pressure:

The interface between the liner face and the stop end is usually covered with a piece of polythene, to prevent the liner from bonding to the stop end. The stop end should be positioned such that, on its removal sufficient working space is available to cut out the tail end of the liner. As a rule of thumb, the stop end is positioned within 300mm of the end of the pipe.

Site Occupation:

The site occupation during cleaning is only limited to the length of the jetting unit and the pit size. The total length normally does not exceed 20m on a single traffic lane. Though, if no water is available in the vicinity, at least one water tanker needs to be considered, requiring a little more space.

Diameter (Dn) (mm) Hydrostatic Pressure (m)

5 6 7 8 9 10

150 0.9 1.11 1.2 1.4 1.6 1.8

200 1.6 1.9 2.2 2.5 2.8 3.1 250 2.5 2.9 3.4 3.9 4.4 4.9 300 3.5 4.2 4.9 5.7 6.4 7.1 400 6.3 7.5 8.8 10.1 11.3 12.6 500 9.8 11.8 13.7 15.7 17.7 19.6 600 14.1 17 19.8 22.6 25.4 28.3 700 19.2 23.1 . 26.9 30.8 34.6 38.5 800 25.1 30.2 35.2 40.2 45.2 50.3 900 31.8 38.2 44.5 50.9 57.3 63.6 1000 39.3 47.1 55 62.8 70.7 78.5 1200 56.5 67.9 79.2 90.5 101.8 113.1

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Figure 3: Schematic overview of the site occupation for CIPP lining.

The site occupation for inversion with water usually amounts up to 30m (for a single traffic lane) for the installation of diameters larger than 600mm or even up to 1200mm. For even larger diameters the site occupation will include two traffic lanes and the length will likely be up to 60m.Fig. 3 gives an impression about the site set up for the inversion of a CIPP liner.

In this example the units are arranged in a straight line for ease of traffic flow. It is preferable to have the liner truck positioned in the same direction as the pipe being lined but this is not essential. While the construction site is small, the inconvenience resulting from construction can be kept at a minimum, which is especially in favor of:

• Road traffic • Damage to the road and other surfaces, • Inconvenience to neighbors, shopkeepers etc., • The risk of damaging other subterranean supplying networks

Determination of the liner length:

On top of the length of the liner that has to be re-lined, one has to take into account the following allowances to the length of the liner:

• Inversion head needed for the installation pressure • Entrance into and exit from pipe • Turn-back: add 0.5m • Safety : add 1.0m • Additional : extra 1 m

NB These lengths assume that an accurate measurement of the pipe to be lined is available. The exact length of impregnation is normally obtained by measuring through the pipe to be lined using a measuring tape then adding a suitable length for safety (1 to 2 m). Approximate lengths, obtained from CCTV surveys or over ground measurements should be avoided wherever possible as errors in this measurement could have serious practical consequences.

The first stage in preparing the liner for impregnation is to form the "turnback". This is achieved by simply turning back, one layer at a time, the felt layers of the liner to the req Two layer liners with a turn-back in excess of 10m should be reinforced using an

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additional felt layer. Once the turn-back has been formed, and reinforcement added if necessary, an outer polythene sleeve is placed over the turn-back to enable a vacuum seal to be obtained during impregnation. This also serves the purpose of collecting any surplus resin extruded from the mouth of required length (0.5m longer than the proposed inversion head).

The roll of polythene tube should be approximately 200mm wider than the flat width of the liner.

If the exact length of impregnation is known at this stage, the rope end detail may be fitted.

At this stage the liner can be stacked onto a pallet or similar with the turn back at the bottom and stored to await the impregnation.

Mixer used for mixing the resin components

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Mixing the resin:

The time for impregnation and inversion has to be shorter than the maximum processing time (curing time) of the chosen resin. The two components: basic (A) and hardening component (B), are delivered in packed drums that contain the exact right quantities. A complete emptying of the drums is essential in order to keep the correct proportional mix and for ecological reasons. They have to be mixed carefully by slow operating mechanical mixers, to get a homogeneous result (minimum of 3 minutes). If mixing is done on site, one must be aware of the air drawn into the resin and try to prevent it as much as possible, and mitigate if necessary.

Impregnating the liner:

It is recommended to do the impregnation in the factory and then transport the liner in a refrigerated container to the site. This way, the temperature of the resin can be kept at a constant (low) level. However, for the smaller diameters, the impregnation can also be done on site.

The process described below, follows the steps, as they have to be taken during an impregnation in a factory, though impregnation on site is similar.

Key to the impregnation process is a constant vacuum of about 0.5 mbar that has to be applied on the liner. Therefore the pump that is used has to have a minimum capacity of 190 m3/h = 3.2 m3/min or 3200 L/min, which is about 4 KW = 5.4 HP.

Secondly, the maximum temperature and pot life of the resin should not be exceeded. This will ensure a completely saturated laminate and guarantee that the whole processing time of the resin can be used.

Then, the liner has to be sealed off at the end of the liner and a vacuum has to be applied there. Preferably this procedure takes place the evening before the CIPP installation. A clamp or closed roller at the beginning of the liner makes sure that the vacuum that is applied at the end will remain in the liner (see 7). On the day of installation the resin is prepared and poured into the first section of the liner. After the roller is slowly opened, or the clamp is removed, the vacuum in the liner draws the resin into the liner, completely impregnating the felt. The larger the length and the thicker the liner is, the more critical the impregnation is.

After finishing the impregnation, the liner has to be transported to the site

Clamp at the beginning of the liner (a) and the vacuum pump at the end (b).

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Installation of the CIPP liner

This is without doubt the most critical part of the CIPP process. A mistake during the following procedures could result in a failure of the liner both in its flexible or cured state with potential serious consequences. Whilst this section covers in detail the procedures to be followed during the installation of a CIPP liner, practical experience gained on a CIPP training is essential.

At this stage there must be sufficient personnel to assist in the liner installation. In addition all tools that shall be used during the installation should be ready and available.

In other words, everything must be in position to ensure that once the liner is impregnated, installation can proceed immediately!

Inversion:

Initially the truck carrying the liner should be reversed to within 1m of the scaffold tower, preferably along the same line as the pipe being lined.

Once the liner transport is in position the turn-back section of the liner should be pulled from the truck (either by hand or mechanically assisted) over the rollers and lowered through the inversion ring and into the manhole until the mouth of the liner is just touching the pipe invert.

At this stage the top section of the turn-back should be turned over the top of the inversion ring and secured in place using a ratchet strap or similar.

NB: This must be fastened securely as the full weight of the vertical column of water and liner will eventually be suspended from this point.

Any excess material should be cut off and discarded - extreme care should be taken when cutting off surplus turn-back not to cut the polyurethane layer of the impregnated liner beneath.

The polythene sleeve should now be cut off and discarded. A G-clamp should be fixed onto the mouth of the liner on the side facing the pipe to be lined (see Figure 8).

A rope attached to the G-clamp should be pulled vertically until the mouth of the liner has opened and the top of the mouth is 100mm above the crown of the pipe.

Water should now be added to the turn-back until it reaches 1m to 1.5m above the pipe invert level. For the inversion of small diameter liners (250mm or less) the addition of a lubricant is essential. About 5 gallons of mineral oil or a similar lubricant, added to the inversion water, eases the polyurethane layers to slide freely over each other during the inversion process.

The liner should now be fed through the inversion ring, about 300mm, and the mouth of the liner should be seen to "roll" forward (invert) towards the pipe being lined.

This will result in a horizontal mouth to the liner, which is recommended for circular pipes. In the case of egg shaped or non-circular sections where the vertical dimension exceeds the horizontal, a vertical mouth is recommended. The mouth of the liner should initially be positioned about 300mm from the entrance to the pipe so that the fully impregnated liner inverts into the pipe.

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Gradual addition of water and liner should be made until the liner has inverted into the pipe to be lined. Once this has occurred, the water and liner should be stopped and the crewmember in the manhole should exit to the surface.

Water should then be added to the turn-back until it reaches a required level above the invert level. The liner should now be pulled up the scaffold from the transport truck into the inversion ring and allowed to invert into the pipe being lined. The rate of adding water should match the speed of the liner inverting as closely as possible, so that the water table remains constant as the liner progresses along the pipe. ,

As the liner passes through intermediate manholes the exposed sections of the liner become unsupported. When the liner is thin or subject to high inversion heads (e.g. steep gradient liners) this unsupported section becomes a potential weak spot where a burst could occur, as the liner can stretch beyond the diameter of the pipe being lined.

The unsupported sections should be supported in the following instances:

• Single layer liners: all intermediate manholes and at the stop end • Double layer liners: all intermediate manholes and at the stop end where the

internal head exceeds 10m. • Triple layer liners: all intermediate manholes and at the stop end where the

internal head exceeds 15m.

On 150mm diameter liners it is standard practice to provide support by using sections of the same diameter plastic pipe placed in the appropriate manhole inverts, through which the liner is inverted. On larger diameter pipes, sections of spare polyurethane coated felt of the same size as the pipe that has to be lined are normally adequate.

The water table may have to be increased as the liner progresses along the pipe to overcome resistance to inversion. This may occur as a result of slight changes in direction, stepped joints, changes in gradient etc. If the liner comes to a stop, an increase in head is often required to recommence the inversion.

The liner process should continue until the.end of the liner approaches app. 20m from the inversion ring, where the end detail of the liner (if not factory fitted) should be positioned and the hold back rope must be attached to the tail end of the liner. The loose rope should then be secured to a capstan, so that the rate of inversion can be controlled.

As the tail end is about to enter the inversion ring, the liner should be stopped again and the water level should be increased to within 1 or 2m of the inversion ring level. The hot water circulation hose should now be attached to the tail end. It should be ensured that any joints in the hose are with the direction of the circulation water.

As the circulation hose is fed into the liner and the inversion proceeds, care must be taken, that no twists or kinks occur, as this can restrict passage of hot water during the curing process.

Now the end of the liner should be allowed to pass below the water level of the inversion head with the burp tube extending above the inversion ring.

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The liner and water should now be stopped and air can be seen issuing from the burp tube. This is air that has accumulated inside the liner and can cause the liner to swell. If it is not able to escape, it can restrict the passage of the tail end of the liner through the already inverted section. The addition of a vacuum pump to the burp tube improves the efficiency of the removal of this air.

Fixture.

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Schematic representation of the top inversion of the liner

After the air has escaped from the burp tube, it is sealed to prevent ingress of water. With the burp tube sealed and the circulation hose and hold back ropes attached, the inversion can now continue in a controlled manner to the termination manhole.

Detached water column:

When the water table is considerable, or the liner is rather thin, it is possible to fix the liner not to the scaffold, but to a funnel near the liner mouth instead. This is called a detached water column (see figure 10).

With this method, the funnel has to be laid down at the ground and the liner shall be pulled through with a rope and fixed with strap or a bandit band to the funnel. Then the water column can be suspended into the manhole. Rest of the method is the same as for the "Top Inversion".

Once the liner is in its fully inverted position, the hold back rope should be pulled tight and tied off to a secure point. The liner truck is now replaced with the boiler truck. The water in the liner is heated and is circulated from a boiler through a few heating hoses. An example is given in Figure 11. In this figure the yellow and light blue hoses bring the hot water to the front of the liner, while at the same time; water is withdrawn at the rear end (black hose). Refer drawing no: CPT/SEPC/NDMC/9278 for CIPP liner heating scheme.

Figure: Schematic overview of the water column installation and curing method

Steel clamp

Coating on the inside

Felt on the outside Protection Hose Feeding water hydrant

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For a successful installation, it is essential that the boiler have a sufficient capacity. As a rough guide, the boiler has to have a heating capacity of about 600 Kw/hour for relatively small installations (up to 100 m and diameter 500 mm). For the larger ones, more capacity is needed and one should use a boiler with a capacity in the order of 1000-1300 kw per hour.

A wire armoured suction hose is lowered to approximately 1m above the invert level and this is coupled to the INLET of the pump on the boiler unit. The pipe bend, attached to the perforated circulation hose, is connected to a wire-armoured hose coupled to the OUTLET from the boiler unit

The pump on the boiler unit should be activated to fill the boiler with water -the resulting drop in inversion head should be topped up with cold water. The boiler may now be turned on so that the water temperature throughout the liner can rise. The water temperature should not be allowed to rise too rapidly. Once the temperature inside the liner (the return temperature on the boiler unit) has reached between 80°C and 90°C it should be maintained at that level for a period as defined Jn the data sheet of the resins. Meanwhile, the thermocouples placed in the manholes should be checked. Failure to achieve the required temperatures for this length of time means insufficient curing of the resin system, and may result in a failure of the liner!

The boiler can be switched off after curing and the water in the liner should cool to below 40°C before being released. This can be accomplished either by allowing the water to cool naturally, a lengthy process particularly in the case of large diameters, or by forced cooling.

Forced cooling is undertaken by adding cold water to the circulation hose in the liner. As cold water is added, the inversion head increases and spills over the inversion ring. This excess water can be released via the boiler. Once the temperature of the water inside the liner is below 40°C the ends of the liner can be removed.

The time to heat up to the curing temperature and to cool down depend on the heater sizes, section length, and liner dimensions. Fig. 13 gives an idea of a temperature graph during the curing process of a liner

Again, basic parameters of the inversion process (like resin-temperature, duration of inversion process) have to be noted in the heating-protocol.

Boiler truck used for hot water curing of a liner.

End Removal after water installation:

With the internal water temperature below 40°C this is a relatively straightforward operation but certain guidelines must be observed to avoid the possibility of a vacuum occurring within the liner.

A vacuum can be created in the cured liner when it is pulled away from the pipe wall. This can result in a collapse along all or part of the liner length. The only solution is then to cut the liner out.

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Although it is unlikely that a vacuum will occur on downstream inversions, it is best practice to cut a small hole in the tail end of the liner (50mm x 50mm) before the water level in the inversion trunk is reduced. A craft knife or similar can be used for this purpose. As the water level falls below the crown of the lined pipe, remove the soft felt section of the turn-back so that the full

diameter of the pipe is open. Now a larger hole can be cut in the tail end and the water allowed to drain off fully.

For upstream inversions a vacuum situation is more likely to occur. If the turn-back end is cut without first providing adequate means, for the ingress of air at the tail end, the draining water will create a vacuum within the liner (see fig. 15).

It is therefore essential that before draining the liner, a small hole be cut into the tail end that will allow the water level in the inversion column and the tail end to equalize.

This will cause the water level in the tail end manhole to rise and this may

require pumping away. Once

the levels are equal, the hole in

the tail end should be enlarged

to allow air to enter at a

sufficient rate as the liner is

drained.

After the water is drained, the tail end of the liner can be cut away and the hold back rope and circulation hose can be removed. Now, the liner must be trimmed down within 50 to100mm of the manhole wall using diamond tipped grinders or similar equipment

A CCTV survey of the full liner should now be undertaken to confirm the condition of the liner before the commencement of any lateral reopening.

Implementation recommendations:

There are some special circumstances that must be taken into account during the installation of the CIPP liner. The following list does not pretend to be all-inclusive, but briefly summarizes some necessary recommendations in order to implement the CIPP liner in a successful way.

Overhead Restrictions:

Bearing in mind the inversion head required, check there is sufficient headroom at the insertion point for the scaffold and the crane if necessary.

Bitumen Lined Pipes:

Phenols present in bitumen can adversely affect the cure of polyester resins. If the pipe to be lined has an internal bitumen coating then either a pre-liner must be used to separate the resin from the phenol, during curing or a non-polyester resin system (e.g. epoxy), should be used.

Turnback Uatuun tan occur h e r e ,

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Manhole Access:

The manhole that is used to start the inversion of the pipe has to be large enough. Space is required for fitting the liner into the pipe, but also for one of the crewmembers to "start" the liner. This usually requires being at the mouth of the liner as it is initially inverted into the pipe. For liners with a 0 up to 500 mm, a crewmember is usually sufficient. For larger diameters, a "knee" is needed to guide the liner into the host pipe.

Bypass pumping hoses may also require access to the starting location. It may be necessary on larger diameter liners to remove the manhole cover and slab or in some instances even build a new manhole.

Intermediate Manholes:

As the liner passes through any intermediate manholes, it is possible that the liner could invert out of the pipe channel. It is recommended practice for a member of the crew to be present at these manholes as the liner passes through to guide it if necessary. Inversion should proceed in a controlled manner until the liner inverts into the stop end.

Prevention of rope burn:

In the case of larger diameter liners (450mm and above) or steep gradients at the entry pit, it can be possible for the rope to "burn" through the liner because it rubs against the liner at the bottom of the inversion manhole.

This can result in loss of internal water and ultimately failure of the installation. Passing the hold back rope through a wire-armored hose can prevent this rope burn. The. casing is lowered down the hold back rope in the inversion column until it is at the bend at the entry point of the host pipe (the place where the rope burn would -occur). See also Fig. 16

Excessive Gradients:

Inverting a liner upstream can be a problem when the gradient is steep, because the pressure from the water table does not apply to the end of the liner. So, it is recommended to have a maximum rise of 3m in invert level of the host pipe.

Shallow pipes:

When the host pipe is shallow, or if there is a large fall along the pipe, the internal pressure of the water, expanding the liner against the host pipe at the lower end, may be sufficient to break open the pipe beyond its original size. This is of particular concern in the case of brick or badly cracked pipes where the existing structure offers little resistance to the expansion of the liner.

CIPP LINING INSTALLATION BY PULLED-IN-PLACE METHOD AS PER ASTMF-1743:

Wherever the CIPP liner thickness is more there we shall be installing the CIPP liner first by pulling the resin impregnated tube into the position inside the sewer using a power winch. The saturated fabric tube shall be pulled through an existing manhole to fully extend to the next designated manhole or termination point. Once the fabric tube is in place, it shall be attached to a vertical stand pipe so that the calibration hose can be inverted into the centre of the resin impregnated resin fabric tube. The vertical stand pipe will have sufficient height of water column to hold the fabric tube tight to the

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existing pipe wall producing dimples at side connection. The inversion head shall be adjusted to be of sufficient height of water head to cause the calibration hose to invert from the initial point of inversion to the point of termination and hold the resin impregnated fabric tube tight to the pipe wall. After installation of the liner, hot water heating will complete the polymerization of the resin impregnated liner and become hard.

Refer Section 13 Annexure - A for ASTM standard F-1743 for more details.

ABILITY TO MEET THE BENDING RADIUS AND CURVES THE SEWERS :

An inherent advantage of cured-in-place liners is their ability to conform to almost any shape of the pipe making CIPP suitable for relining non-circular and circular cross-section. It is important that liner perimeter to be correctly determined before lining. A thumb rule is that sewers with less than 10% deformation can be relined without prior re-rounding.

Pipes with bends between 45 and 90 deg and longer radius can be negotiated with the help of man access. Long radius bend with less than 45 deg should have no problem in negotiating the bends. However, short radius 90 deg is to be avoided.

In conclusion CIPP is a versatile technology which is able to accommodate non-circular sections, bends, changes of cross section and all pipe materials with various loading conditions.

MINIMISATION AND NON-EXISTANCE OF ANY POSSIBLE DEFECTS LIKE WRINKLES, LOCALISED REDUCTION IN DIAMETER AND OVALISATION OF PIPE :

An inherent advantage of cured-in-place liners is their ability to conform to almost any shape of the pipe making CIPP suitable for relining non-circular and circular cross-section. It is important that liner perimeter is to be correctly determined before lining. A thumb rule is that sewers with less than 10% deformation can be relined without prior re-rounding.

Pipes with bends between 45 and 90 deg and longer radius can be negotiated with help of man access. Long radius bend with less than 45 deg should have no problem in negotiating the bends. However, short radius 90 deg is to be avoided.

Obstruction in lining has to be cleared off for CIPP to be effective and clearing of obstruction can be achieved by high pressure jetting unit.

Changes in diameter within one pipe stretch from manhole to manhole should be avoided. However, the localized change in diameter can either be replaced by open trench method or if this is not possible, a custom made liner can be produced to accommodate the different diameters within the pipe. Those custom made liners should be restricted to changes in diameters of max. 50 to 100 mm (i.e. A pipe with 300 mm should not have larger section than 350 mm or smaller section than 250 mm in the same pipe).

Displaced pipe joints can as well be rehabilitated by CIPP. It is however advisable to smoothen the edges of the displaced joint prior to any lining work. This will eventually smoothen the finished liner and the obstruction due to the displaced joint shall be kept at a minimum.

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In conclusion, CIPP is a versatile technology which is able to accommodate non-circular sections, bends, changes of cross section and all pipe materials with various loading conditions.

METHODOLOGY FOR TAKLING LATERALS:

LATERAL CONNECTION SEALING AND REPAIR INSTALLATION:

Before main sewer lining, the exact location of the lateral connection is video graphed by CCTV System. After lining of main sewer, suitable cleaning and video inspection, introduce the fibreglass lateral connection sealing and repair product (top hat) from the mainline into the lateral as follows:

a. A flexible resin impregnated top hat tube that is sized to the service laterals shall be inserted into the service lateral by means of a robotic manipulator device. The robotic device, together with a television camera, shall be used to align the repair product with the service lateral connection opening. Air pressure, supplied to the applicator through an air hose, shall be used to insert the top hat into the service lateral pipe. The insertion pressure shall be adjusted to fully deploy the top hat into the service lateral connection and hold it tight to the main and lateral pipe walls.

b. The inserted product shall be inspected using a CCTV camera to confirm the product is correctly positioned and/or centred in the lateral opening prior to curing.

c. The pressure apparatus shall include a bladder of sufficient length in both the main and service lateral lines to extend beyond the ends of both the lateral tube and main line brim segments. A smooth transition from top hat to the pipe diameters without a step, ridge or gap between the product and the inner diameters of the service lateral and mainline host pipes shall be achieved.

d. After insertion is completed, the manufacturer's recommended pressure will be maintained on the impregnated product for the duration of the curing process. The liner is chemically cured at ambient temperatures or by a suitable heat source.The heating equipment shall be capable of delivering a mixture of steam and air throughout the liner bladder assembly to uniformly raise the temperature above the temperature required to cure the resin. The curing of the CIPP must take into account the existing pipe material, the resin system, and ground conditions (temperature, moisture level, and thermal conductivity of the soil). The heat source temperatures shall be monitored and logged during the cure and cool down cycles. The bladder is then deflated, removed from connection and returned to the manhole to repeat the cycle.

e. The top hat insert laminate shall seal to the inside wall of the mainline approximately 2.5 - 3 inches around the host lateral opening and to the lateral wall 12-24 inches into the lateral pipe from the main host pipe. The cured top hat must attain the cured physical strength of the lateral liner.

LINER END DETAILS

The liner-end detail is the method used to seal the end of the liner after impregnation and before inversion. The end detail incorporates a burp tube, to allow the escape of air

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and gasses from within the liner, and a rope end to allow the fixing of the 'hold back' rope and circulation hoses. The liner end must be securely fastened to the liner while considerable force shall be exerted from the hold back rope. There are two methods of liner end fitting: site fitted and factory fitted.

Site fitted end detail:

This is the most common used end detail, most suitable for smaller diameters (0 up to 450mm), and is generally fitted to the liner as the stacked section of the liner is to be inverted. To fit the liner end, initially a burp tube (made of a 0 25mm clear plastic hose or similar) must be inserted approximately 1m into the open end of the liner and left protruding approximately 2m.

The liner should be gathered around the burp tube and fastened in position using 'bandit' tape. Care should be taken to ensure that the passage of air through the burp tube is not restricted. About 18mm of rope should be fastened to the tail end using a self-tightening knot system (e.g. half-hitch), and secured in position with more bandit tape. The rope is fastened to the hold back rope to control the passage of the tail end to the inversion ring.

Factory fitted end detail:

Pre-fabricated rope-ends are made as shown in Fig. 18 to suit the diameter of the liner.

Once the liner has been cut to the correct length, two 15mm holes corresponding to the position of the hoops in the 6mm diameter rope should be drilled through all layers of the liner.

The polyurethane sleeve should be folded back to expose the 6mm rope hoops, and the lay-flat hose. The lay-flat hose should be positioned approximately 1m into the centre of the liner, and the 6mm rope hoops should be positioned to coincide with the 15mm holes drilled in the liner. A further length of 6mm rope should be used to 'stitch1 the liner and hoops together.

The polyurethane sleeve should then be pulled over the end of the liner beyond the stitch ropes and properly bonded in this position (usually with THF). Care should be taken to ensure an airtight sealing is achieved.

The hold back rope can be attached to the loop formed by the 25mm clear plastic reinforced hose. The lay-flat hose can be used to pump the resin through for impregnation. Following this, it should be removed. The gap left in the Polyurethane sleeve is then used as a burp tube to allow the escape of air and gasses accumulated during inversion.

5.3 MANHOLE REHABILIATION:

All manholes shall be repaired including cement plastering / epoxy coating of walls as per tender requirement. We will take all necessary measure in order to rehabilitate the manhole including stopping of any infiltration flow into the manhole and rising of manhole, etc. Our scope of work will include cleaning, removal of debris, scrapping of weakened cement plaster and removing of dislodged bricks, disposal, replacement of all machine bricks with new bricks, chemical grouting to stop all leakages, etc. The

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manhole bedding and bench shall be repaired and made good and finished with epoxy coating. Manhole wall shall be plastered with 20 mm thick sulphate resistant mortar. All machine cast iron steps shall be replaced with new orange colored plastic lined safety footrest. The orange colour safety footrest shall be as per IS 10910 of 12 mm steel bar conforming to IS 1786 having minimum cross section as 23 mm x 25 mm and over all minimum length of 263 mm and width as 165 mm with minimum 112 mm space between protruded legs. The manhole cover if not properly seated shall be removed and the seating shall be made good for the cover to seat properly. We will replace manhole cover and frame with new SFRC manhole cover and frame, extra heavy duty (EHD 35 grade) conforming to IS 12592 and return all the old covers removed from the manholes to your officials.

Wherever required upper section of manhole shaft shall be demolished and rebuilt to accommodate rehabilitation by sewer lining. The replacement shaft shall be constructed in reinforced concrete.

8 REPLACEMENT OF SETTLED SEWERS:

GENERAL: After survey of sewers and if sections of the existing sewer are found to have settled (reverse gradients) these sections shall be informed to The Engineer. If so instructed by the Engineer, the settled sewer shall be replaced using narrow trench excavation techniques or trench less method. Replacement includes demolishing and evacuation of the existing sewer, laying sewer of and lining through the laid sewer.

We will submit to the Engineer for approval, calculations to show that the sheet piles, walling and props selected for use in the works are of the correct size and thickness, considering the depth of excavation, soil type and adjacent superimposed loads

Following narrow trench excavation to expose and remove the existing settled sewer, we will undertake a soil investigation to establish the strength of the trench formation for each settled sewer length.

Where the sewer has severe deformation or joint displacement, and lining is not possible without excessive loss of flow capacity, the pipe section shall be replaced by confined space excavation. This shall be limited to the immediate area required to safely remove the section of affected sewer, using sheet piling and dewatering if required. The bedding shall be prepared with concrete raft slab between the remaining pipe ends.

The entire length of this section shall be relined from manhole to manhole, including the exposed area where the affected pipe shall be moved and the pipe shall be installed. In this way, the replaced pipe and liner pipe are compatible and continuous, as they are in fact the same pipe. The backfilling and surface reinstatement can then be completed in the normal manner.

The piled sheet below the earth surface shall be left as it is without removing. If the settled sewer is below the road surface necessary relaying / patching of road work shall be done by us.

Procedure for confined space excavation and rehabilitation of sewers in settled area as follows.

• After desilting & sewer cleaning during the CCTV survey we will know where the sewer is settled or the deflection / deformation is

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more. After getting approval from Engineer confined space excavation and rectification at that location shall be done,

• marking the area where confined space excavation and there sheet piling / other approved methods to the required depth

• Mechanical excavator for excavating the soil shall be used as per requirement. • Settled / damaged existing sewer pipeline shall be removed. • Necessary bedding shall be prepared for laying the R.C.C Pipes. • The RCC pipe of NP2 grade of required size shall be installed in

connecting either side of the existing pipe. • The opened area shall be backfilled with sand and consolidated. • If any road laying is required, it shall be done as per the requirement. • The CIPP liner shall be installed from one manhole to another

manhole including the settled area where new pipe is placed. • All necessary safety precautions shall be taken.

soil investigation to establish the strength formation of length shall be conducted. If the soil strength is adequate, results of the geo-technical analysis and the calculated maximum permissible bearing pressure of the soil shall be submitted to the Engineer for approval prior to the laying of replacement pipe. Wherever the safe bearing pressure of the soil is not adequate, we will propose alternative method such that the backfill load can be adequately accommodated. We will follow any one of the remedial measures after getting approval from the Engineer.

Piling, soil replacement, soil strengthening and / or use of light weight back fill. We will lay NP2 class pipe of the same diameter as the existing settled sewer wherever the existing pipes are damaged, corroded and deformed. The pipe strength shall be adequate to withstand back fill, traffic load and construction loads.

Lining of the new sewer by CIPP method shall be designed as Type - II structural lining to ensure the new sewer is water tight and capable of withstanding all super-imposed loads.

9 POST LINING INTERNAL INSPECTION AND CCTV SURVEY:

After repair/renovation of the sewers there can be inspected by CCTV survey. Measurement of the leakage if any will take place by bucket and stopwatch. The sewer, including manholes, shall be accepted as satisfactory if the infiltration, including infiltration into manholes, does not exceed 0.2 litres per millimetre in diameter per kilometre per day as per known international standard.

Notwithstanding the satisfactory completion of the above test, if there is any discernible flow of water entering the sewer at a point which can be located either by visual or CCTV inspection, we will take such measures as are necessary to stop such infiltration.

10 QUALITY ASSURENCE PLAN

Quality Assurance Policy

Quality Assurance in all aspect of work / components from the designing, topographical survey, cleaning of sewer, Lining of sewer, Sewer Internal condition survey, civil works commissioning and maintenance in accordance with the requirement.

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Quality Assurance Objectives

Our main objective is to achieve total quality system, through effective involvement of work by all level of employees.

Our Quality plan to achieve total quality system is by implementing inspection on continuous basis.

Quality System

The Quality System is fully integrated for all our Works through out the contract and accomplishes employer satisfaction by all aspects.

Quality Plan

The implementation of the Quality System shall be prepared by our organization and the documented procedures shall be as per the following points.

• Management Procedures • Design • Supply/ Procurement • Construction • Putting to work/ Commissioning • Operator Training and Maintenance

11 DELIVERY AND INSTALLATION SCHEDULE General:

The sewer desilting and cleaning of various diameters shall be done by our mechanical equipment. Flow in the sewer line shall be isolated during the desilting, CCTV survey and lining operation to prevent debris being trapped between the lining and the original conduit.

A closed circuit television (CCTV) inspection shall be carried out after desilting and after installation of liner to establish that the lining has been installed in the desired manner and that all connections have been properly reinstated.

Delivery and installation of the lining shall be carried out in accordance with D.J.B's delivery schedule.

Installation:

• Linings shall be installed in a continuous operation from one manhole to another or straight up to 125 - 200 meters.

• During installation, infiltration shall be prevented between the exiting pipe and the lining.

• Abrupt irregularities including excessively rough surfaces, stepped joints, holes, etc., shall be removed prior to lining by filling with a cement mortar.

• The lining shall be sealed at its ends to prevent infiltration / exfiltration using an quick setting foam or other material that is compatible with the lining and has a service life that is comparable with the lining material.

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12 ENVIRONMENTAL ASPECTS:

all legal environmental regulations as well as the measures stipulated in the following sections of these specifications shall be complied.

No silt, Malba or debris shall be allowed to remain or stocked at the site of the work, but should be evacuated on a permanent basis. The CIPP lining materials shall be stored properly at the site before installation in such a way that it will not create any environmental problem.

After completion of the work the site shall be cleaned and we will remove all hutments put up by our labourers on site and temporary constructions set up by us.

13 SAFETY REGULATIONS:

As with all industrial processes, site safety is an important issue. Local regulations shall be followed in the establishment and monitoring of safety systems on site.

As the current Machine spiral wound liner rib steel process may require trained people within the line, operator safety is critical and all safety equipment shall be supplied by us and safety procedures followed at all times. Smoking, fires will not be permitted within 5 meters of any manhole. Man working in manholes or sewers shall be provided with necessary gas masks and detectors

Safety measures on site shall be confirmed with the current regulations as per BIS 11792 - 1987, internationally accepted standards shall be followed and as per requirement. Some of the important safety regulations are as follows:

necessary safety equipment, special dress including shoes, bump helmet, lead acetate paper, masks, gas detection equipment, oxygen breathing apparatus, resuscitation apparatus, artificial air respirator, rope, khapachi, torch head lamps, safety belts, inhalator, tripod first aid kits and portable air blowers for forced ventilation shall be provided.

All the motors are weather and flame proof. any sewer man to enter the manhole without compliance of this safety device shall not be allowed.

Suitable scaffolding shall be provided wherever necessary, ladder with extra mazdoor shall be engaged for all works as per the requirement.

Working platform, gangways and stairways shall be constructed if the stairway is more than 300 m.m. The every opening shall be provided with suitable fencing or railing to avoid fall of persons or material.

Adequate precaution shall be taken to prevent danger from electrical equipment. Necessary fencing and lighting shall be provided to protect the public from accidents. No material shall be placed to cause danger or inconvenience to the public.

Motors, gearing, transmission, electrical wiring and other dangerous parts or hoisting appliances shall be provided with efficient safeguard.

safety inspection by labour officer, engineer in-charge of the department or the representative shall be allowed. !

In-depth sewer water level may be checked before entering.

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all necessary safety procedures in such a way that the existing sewer and public property and the public, workers will not have any problem during execution of this project shall be allowed.

14. LIST OF PHOTOGRAPHS:

• Boiler system • Liner impregnation unit • Liner inversion process • Liner heating process

FIG. BOiLER SYSTEM

FIG. LINER IMPREGNATION UNIT

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LINER HEATING PROCESS

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FIG.® LINER INVERSION PROCESS

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CIPP LINER - HEATING SCHEME

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4. Main Report

1.1 Introduction

The present study has been taken up by M/s Exceltech Consultancy and Projects Pvt Ltd, Jaipur for Udaipur Municipal Corporation for preparation of project of

Comprehensive Sewerage Scheme for Udaipur town. With development of any town,

there is always a population increase in all sections of the society. A large number of

people from adjoining rural areas or migrate to the towns in search of a job. Also a

lot of tourist , visit the town , due to the city being of historical importance.

Udaipur has witnessed a good growth in population but the pace of development in

Udaipur was slow as compared to surrounding other towns, as the town faced lot

migration and resulting in reduced incremental increase of population in the town.

With growth of the town, Udaipur faces problems that most of the developing towns

and cities face. The infrastructural development has not taken place in pace with the

population growth. The infrastructural development has not taken place in pace with

the population growth as well as industrial growth. Udaipur lacks sewerage system

and adequate waste disposal system.

The present study has been taken up under direction of Municipal Corporation

Udaipur to study the area, existing infrastructure and suggest improvement of

drainage system of the whole city.

A. Demographic Profile

The population increase in Udaipur is by and large natural. The migration in Udaipur

was not very significant. The statistics of population is depicted below:

Table 20 Historical Population Growth Rate

YEAR POPULATION INCREASE IN POPULATION

PERCENTAGE IN INCREASE IN POPULATION

1951 89621 29973 50.25 1961 111139 21518 24.01 1971 161278 50139 45.11 % 1981 232583 71305 44.21 % 1991 308571 75988 32.67 % 2001 389317 80746 26.17 % 2011 451100 61783 15.87 %

Chapter No-4

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Average increase Per Decade r = 31.77 % As per the census the population of the town in 1991, 2001 and in 2011 was 308571,

389317 and 451100 respectively. The highest rate of population growth was 45.11% in

1971-81. The main cause for this spurt in population growth was the increase in

irrigation facility, the numbers industries and various government department offices,

which attract the individuals of other cities and surrounding villages/ town of state for

better job/education opportunities in the growing institutions and government

departments and they are trying to settle down in Udaipur. However in population

growth trends show that population is decreasing in onwards due to migration to other

developed towns. Other reason of decreasing population growth is awareness for

population control and emigration of villagers for business purpose in surrounding town

and in other states like Bengal, Maharashtra and N.E. region. Due to the improper

infrastructure facilities like water supply, sanitation, education etc other people migrated

to district head quarter and surrounding towns for better education, employment etc.

but with proper development of infrastructure facilities population emigration may be

minimised in future.

B. Population Projections

As per 2011 census the total population of municipal area of Udaipur is 451100 souls

and for 2048 it is projected as 997992. It is proposed to take up the base year as

2011 and the design period is kept as 30 years and therefore, the whole system has

been designed for the year 2048. Population projection with various methods is

tabulated below:

Table 21 Projected Population

Method AP GP IP GM Average Population

of all Method

2016 479061 517818 481049 478814 565095

2018 490245 547191 493400 498546 586074

2021 507022 594403 512324 528882 618779

2023 518206 628120 525205 549597 641449

2033 574128 827658 592791 659072 766358

2048 658011 1251882 704112 841716 997992

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Looking to the trend of growth and as per set practice in sewer projects, average of

above methods has been recommended/ proposed i.e. 997992 persons for year

2048.

There are 55 wards in Udaipur, having population 451100 persons as per 2011, For

the design purpose, the population forecast has been distributed in wards

considering the availability of water supply consumption, topography of wards etc.

Total Projected Population for 2048 is = 997992 Persons

C. Scope of the Study As per the guidelines of Government of India, the comprehensive sewerage

scheme has been taken in the first phase prior to road work.

The development of main roads and internal roads of Udaipur has been

considered in second phase of this project.

Scope • Providing, laying and jointing of Sewer System

• Provision for the Manholes and Sub mains

• Laying of narrow street sewers.

• Provision for sewer house connections

• Provision for pumping stations

• Provision for Construction of STP.

Page 142 of 206

5. Background of the Study

1.1 Sectorial Policies Outline of development. The development of Udaipur till independence was in and around old city only but

the town has now developed into a growing town. The development of Udaipur was

not as per any master plan and was haphazard; resulting in inadequate

infrastructure, narrow traffic lanes, illogical and unplanned land use and lack of

public facilities.

Development Plan initiative have been taken by Municipal Corporation to envisage

up gradation of infrastructure in town to pace with the already developed areas and

well planned development of the new areas. The plan is being prepared such that

the city fulfills the requirements of 2048 population including up gradation of facilities

in earlier developed areas. The major focal points of plan are:

• Development of new residential colonies

• Sewerage system/waste water treatment.

• Development of roads, rotaries and road junctions.

• Development of other community facilities.

• Construction of main drains and sewerage.

• Construction of public facilities.

D. Linkages of the Project with the future requirement of town The requirement in development of a city / town is the development and

strengthening of infrastructure, which may include roads, disposal of waste, water

supply, sewerage, electrification etc. The foremost infrastructural requirement for

development of a place is good and efficient water supply, sanitation & road network.

A good sewerage & road network paves way for other developments in the town.

The development plan, being conceived, has laid emphasis on up gradation of

infrastructure and the proposed to lay the sewerage network so that the up gradation

of major road of town and other infrastructural facilities can be taken up consonance

with the spirits and provisions of the City Development Plan.

Chapter No-5

Page 143 of 206

6. Field Investigation

The survey and field investigations conducted at site are

summarized as bellow:

General study of Udaipur for topography, settlement pattern, economic

and political factors, climate, geology, employment sectors etc.

Topography survey of main Udaipur.

Survey of existing drains their catchment areas, course and disposal

points, location of CD works for deciding location of SPS.

Location of Sewage Treatment Plant and Pumping Station.

Fixing of Benchmarks with value.(Copy enclosed with DPR)

Other factors concerned with the project.

1.1 Soil Samples The samples of soils Strata were collected in order to assess the character

and composition of the soil.

Chapter -6

Page 144 of 206

7. Project Components Comprehensive Sewerage Scheme of Udaipur has following components:

S. No. Particular

A Sewerage Works

1 Works taken under AMRUT Mission / ADB

Providing, Laying, Jointing & Commissioning of Sewer System including

associated works.


Rehabilitation of existing sewers by Pipe Bursting /CIPP Technology & new

sewer line by Trenchless Technology in Udaipur Walled City including

associated works.

B Septage Management

3 Sewer Network for Septage System including Construction of Septic Tanks and

Treatment Plant.

4 Add for Provisional Sum @ 2%

5 Provision for O&M of Sewer System, SPS for 10 years with 10% increase per

year.


C STP Works taken under HAM

7 Provision of Construction, Supply, Installation, Testing and Commissioning of

Civil, Mechanical, Electrical Works of Sewage Treatment Plant having

cumulative capacity 113.20 MLD for Ultimate Year 2048. Proposed STP details

as follows:

→ 25.0 MLD Capacity of STP-1 near Kaladwas Village (20.0 MLD Existing STP

on PPP Mode)

→ 10.0 MLD Capacity of STP-2 near FCI Godam

→ 5.0 MLD Capacity of STP-3 near Karjali House on bank of Ayad River

Chapter – 7

Page 145 of 206

8. Operational Plan

Chapter – 8

Field surveys & data

collection

Design

Preparation

of DPR

Appraisal of DPR by NAGAR

NIGAM UDAIPUR

Submission of DPR to RUIDFCO

Submission of DPR to

Govt. of Raj

Tenders

Construction and commissioning of

sewer system

Completion of

project

Page 146 of 206

9. Environment and Social Impact Assessment

1.1 Introduction

Execution of a project is likely to bring changes in existing environment and social

scenario in the project area / region. These changes are both negative and positive

in nature. The project aims at achieving positive changes in the environment and to

minimize the negative impacts by change is design and methodology of execution.

The ultimate objective of environment assessment is making the project environment

friendly and people friendly.

1.2 Impact on Environment Resources

1.3 Water environment

There would be positive effect on water environment of the area due to execution of

the project as the treated water discharges into stream or it can be utilized for

irrigation purpose (BOD < 30). Pollution level of lakes and rivers of Udaipur City will

be reduced due to reduction in incoming waste load in the streams.

1.4 Land environment

There is no likely adverse change in the land use pattern and quality of land in the

project area.

1.5 Air environment

There is no likely adverse change in the air environment and quality of air in the

project area.

1.6 Impact on Ecological Resources

There is no adverse impact on vegetation, wild life, and biodiversity due to execution

of the project. No trees are required to be cut for execution of the project. Aquatic

environment will improve due to reduction in water pollution level.

Chapter – 9

Page 147 of 206

1.7 Social Impact

The project is basically an infrastructure development project. Infrastructural

development, in whatever form, brings development in the area. Development of

good hygienic conditions is foremost necessity for an area and the instant project is

also that of improving the hygienic conditions of the Udaipur. Hygiene of lakes and

rivers will improve the scenic value of place. It will create tourist spots for local as

well as outside visitors.

The project would facilitate easy disposal of waste water and would remove flooding

and unhealthy environmental conditions in the town.

Page 148 of 206

10. Abstract of Cost The abstract of the cost estimates of various components of the project are follows:

S.

No. Particular AMRUT

Phase-2nd

Amount (In Lacs)

Wall City Area

(Smart City)

Amount (In Lacs)



Amount (In Lacs)



A Sewerage Works



7500.02 7500.13 1200.00 116216.00

2 Works taken under Smart City Rehabilitation of existing sewers by Pipe

Bursting / CIPP Technology & new sewer line by Trenchless Technology in Udaipur Walled City including associated works.

14903.11 14903.11

Total of Part-A 7500.02 14903.11 7500.13 1200.00 131119.11

B Septage Management 3 Sewer Network for Septage System

including Construction of Septic Tanks and Treatment Plant.

1000.00 1000.00

Total of Part-B 0.00 0.00 1000.00 0.00 1000.00


7500.02 14903.11 8500.13 1200.00 132119.11



7650.02 15201.17 8670.13 1224.00 134761.49


453.85 554.70 888.69 3479.28


421.68 1544.24 1208.16 336.24 9377.20


8525.55 17300.12 10766.98 1560.24 147617.97

Chapter – 10

Page 149 of 206

S. No.

Particular AMRUT Phase-

2nd Amount (In Lacs)

Wall City Area

(Smart City)

Amount (In Lacs)



Amount (In Lacs)




7 Provision of Construction, Supply, Installation, Testing and Commissioning of Civil, Mechanical, Electrical Works of Sewage Treatment Plant having cumulative capacity 113.20 MLD for Ultimate Year 2048. Proposed STP details as follows: → 25.0 MLD Capacity of STP-1 near Kaladwas Village (20.0 MLD Existing STP on PPP Mode) → 10.0 MLD Capacity of STP-2 near FCI Godam → 5.0 MLD Capacity of STP-3 near Karjali House on bank of Ayad River

8000.00 18640.00

Total of Part-C 0.00 8000.00 0.00 0.00 18640.00 Grand Total Cost

(Sewerage & STP Works excluding Provisional Sum, O&M, House Connections)

7500.02 22903.11 8500.13 1200.00 150759.11

SAY 7500.00 22903.00 8500.00 1200.00 150759.00

Page 150 of 206

ADMINISTRATION

CEO

Technical Department (Civil)

General Section

Horticulture Department

Accounts

Sanitation Department

Revenue Department

MUNICIPAL CORPORATION UDAIPUR

CHAIRMAN

PUBLIC REPRESENTATIVE

(SE/XEN/AEN/JEN)

VICECHAIRMAN

11. Implementation Framework 1.1 Institutional Structure The institutional structure of Udaipur Municipal Corporation is depicted below:

STRUCTURE OF MUNICIPAL BOARD ADMINISTRATION

Chapter – 11

Page 151 of 206

1.2 Role of Private Sector The prominent role of private sector in project implementation is important in

commissioning the STP on Hybrid Annuity Model. Local Industry or private player

may play vital role. It could be the citizens also, who would cooperate in execution of

the project and support the Municipal Corporation.

The other segment of private sector is the executing agencies. The executing

agencies in form of contractors, suppliers, manufactures etc. shall directly or

indirectly have role in execution of the project.

The corporate representing different wards of city are member of the Municipal

Corporation Board. The corporate have rights and obligating in functioning of the

Municipal Corporation. These public representations have a crucial role in

implementation of such projects, which require co-operation of public. They are

required to apprise people of the policies and details of the project and persuade

them to cooperate fully with government.

1.3 Regulatory Framework The regulatory actions shall be taken by the hierarchy of officer as given above. The

field engineers and senior engineers shall be responsible for the execution of work

as per technical requirements and quality. The financial officers are responsible for

funds regulation in the Municipal Corporation.

The executive officer and his team is responsible for all administrative matters

required to the sorted out for implementation of the project.

Page 152 of 206

12. Training And Capacity Building

1.1 Training Needs

To ensure effective project management of the project, the implementing

agency (Udaipur Municipal Corporation) needs to strengthen the following

components / areas of basic project management:

(a) Communication and management information.

(b) Participatory process of planning and decision making e.g. planning with

criteria and performance indicators for effective monitoring at project team

level.

(c) Clear definition of roles and responsibilities so that main role players -Project

staff, NGO staff, Staff of other partner agencies, Training institutes and

Experts know how they fit in or are involved in achieving the projects

objective.

(d) Mechanisms to motivate staff which clearly define each role player’s job,

expected performance from him/her, hence a clearly defined performance /

potential appraisal system should be established in the project:

(e) Empowerment of key project and non – project role players to provide

innovative response to problems / opportunities which occur unanticipated,

even in a very planned project.

(f) Optimal utilization of available human, financial and material resources, hence

a system / approach to ensure co-ordination among various partner agencies

and convergence of their resources.

1.2 Training Program in the Project can be categorized as follows: (a) Initial orientation training with a main objective of sensitizing all the key role

players about the new concept of participatory management of sustainable

development programs and exposing to replicable successful models of such

programs in Workshops, Study Tours and training sessions suggested to

achieve the above shall include staff and representatives of the following.

Chapter – 12

Page 153 of 206

Partner agencies in project implementation e.g. Municipal Council, PHED,

RSEB, NGOs, Training Institutes, State Department of Health, District Literary

Mission and Slum Leaders (a vertical and horizontal mix of staff would

be an ideal target group).

1.3 Training Institutes / Facilities (1) Health and Family Welfare Training Centre conducts courses for medical

officers, lady health workers, and trainers in health department.

(2) Multi Purpose Health Workers Training Institute – conducts regular

courses for multi – purpose health workers.

It is recommended the above kind of training institutes should be involved in the

project from the beginning, initially, as co–organizer of training programs with

specialized external training institutes from outside Udaipur, if required. Gradually

local training institutes can be given more responsibilities of project training

programs. Project may also consider some support to strengthen training

infrastructure in these institutes on case – by – case basis.

Apart from training institutes, the project should also have a training team headed by

a training manager and assisted by one Community Development training officer and

Health training officer equivalent to Project Officer. The team will develop need-

based theme specific programs for grass-root level functionaries and will also assist

in training need identification and analysis, hence a training hall and sufficient

training infrastructure should also be provided to the project.

Consultants appointed / hired for the project should have experience of guiding /

monitoring of training programs.

Some allocation of funds should be made to procure books, journals, videocassettes,

etc. for a library, which may be established within the project Along with provision for

computer hardware, software, documentation equipments etc. Periodic appraisal to

assess effectiveness of training programs is also recommended under the

supervision of experts / consultant.

External training institutes should be identified primarily in Hindi speaking areas of

Northern India as medium of learning is primarily Hindi, and to some extent a

combination of Hindi and English for senior role players.

Page 154 of 206

Interests of NGOs

• Recognition

• Financial support

• Opportunity to diversify activities

• Popularity and publicity

• Optimal utilization of surplus manpower (in very few cases)

• More involvement in city’s development issues

• Enhancement in their experience

• Vested interests

• Strengthening of organization

• Opportunity to participate in advance, sophisticated and specialized

training programs, opportunity to develop linkages with big agencies

and donor agencies (international)

• Desire to develop expertise in various activities. Resources local NGOs can provide

• Field staff

• Training infrastructure

• Assistance to project team in establishing credibility of project

• Can provide a base in slum areas

• Can help in organizing some of the project activities like.

(a) Health check-ups

(b) Vocational skill development programs

(c) Landscaping

(d) Health awareness and social awareness

(e) Non – formal and adult education activities.

• Can provide expert trainer’s training facilities for pre – school teacher

training.

Resources Needed by NGOs

• Financial support to run activities

• Training in integrated urban community development approach and

mechanisms

• Exposure to successful models of urban development projects Page 155 of 206

• Training in various aspects and issues of modern management.

1.4 Training Needs (1) As mentioned in above, there exists a specific need for training of

Municipal Council staff to ensure an efficient project implementation. The

same would apply to the personnel of the other stakeholder involved in

Sewerage Project Udaipur.

(2) Training efforts would have to be concentrated on:

— Communication skills and management techniques, application of

up-to-date equipment;

— Financial management with the use of computers;

— Staff motivation and co-ordination techniques;

— Participatory planning and decision making, delivery of CD

activities;

— Monitoring techniques and reporting skills.

(3) It is proposed that the project team for the Sewerage Project Udaipur

scheme will be made up of experienced professional who can relay their

knowledge to the additional team members for next phase during the

course of project execution. Specific on-the-job training (e.g. in edp

application, monitoring will have to be rendered by the project consultants,

the coordination of in-house training should be placed with a Training

Officer, that may be employed by Municipal Council). In addition to the in-

house training, study tours should be arranged to other Indian cities where

similar projects have been executed. Also, specialized NGOs or state-

owned training institutes in Udaipur, Jaipur etc may be considered as

potential sources for the required training. (4) It may prove to be difficult for Municipal Council to recruit a suited Training

Officer for the entire range of the tasks under (2) locally. If so, it is

recommended that Municipal Council will apply for Technical Assistance

(TA) in the above fields. This TA should then be delivered during the first

four months of Sewerage Project Udaipur implementation. A detailed assessment of training needs and the preferred system of training

delivery will have to be made during the initial stage of Sewerage Project Udaipur

Page 156 of 206

once the capabilities and shortcomings of the available project personnel are

known

The socio- economic analysis integrates the data on the project, the public issues

and positions the community and the bio-physical impacts to determine the

potential socio-economic impacts. The potential impacts on households,

individuals, organizations neighborhoods and the community are identified jointly

with those who may be affected by the project. The NGOs/ CBOs may work

closely with the community to determine how the planning, design, construction

and operational phases may affect them and their community. This typically

involves the development and application of social evaluation criteria and

indicators, and accepted ways of weighting and ranking the criteria.

Training programs for engineers is included. The training can be given by any

Govt recognized engineering collage or other Govt Institute. The expenditure on

this training shall be borne by LSG as is will facilitate a good quality output of the

work.

Similarly provision for training to contractor’s engineer shall be kept at

contractor’s cost in above institutes.

Page 157 of 206

13. Operation and Maintenance

The maintenance of the project for ten years from the date of completion shall be

responsibility of the executing agency and the monthly payment for sewerage

system shall be made by ULB and for STP by bidder on HAM. The operation and

maintenance charges shall be borne by the contractor including all power charges

etc complete and necessary condition has been added in the bid documents.

The expected expenditure towards the operation and maintenance of the project

shall be as under:

A) For sewer line O&M is assumed on the basis of Past rates for similar works in

PHED and is @ 0.75 % of the Capital cost for first year and (@ 0.75% plus

10% increase) for subsequent years up to ten years.

B) For STP O&M is assumed on the basis of Past rates for similar works in

PHED/Nagar Nigam Delawas STP and is @ 6.00 % of the Capital cost

including all (power and consumables in addition to labour) for first year and

(@ 6.0%plus 10% increase) for subsequent years up to ten years

C) The O&M charges also include the training to Clients Staff responsible for

O&M along with providing O&M manuals.

Chapter – 13

Page 158 of 206

14. Inventory of Assets

The assets created consequent upon completion of the project are required to be

entered into assets record. This would facilitate the planning of operation and

maintenance of the project too. The following fields need to be addressed in O&M of

the project:

1. Regular physical inspections

2. Financial planning for yearly O&M

3. Maintenance schedules

4. Advance tendering

The assets created e.g. public sewer, chambers, Pumping stations and STP shall be

taken on assets record of the Municipal Council by the senior most Engineers. The

assets shall be supervised by the engineering staff during the defect liability /

maintenance period when the O&M would be with the executing agency. On

completion of the defect liability / maintenance period, the assets created would be

handed over to the respective line departments (ULB) for further O&M.

Chapter – 14

Page 159 of 206

15. Plan for Monitoring of Implementation The Work is proposed to be completed in 2 Year span. The month wise detailed bar chart for the project is given below:

S.No. Activity 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24

1 Award/Agreement

of Mobilization

2 Site Clearance

and Demarcation

3 Construction of `

Sewerage System

(a) Construction of

Sewer line

(b) * Construction of

Chapter – 15

Page 160 of 206

S.No. Activity 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24

Chamber

( c ) * Construction of

House connection

4 Construction of

Pumping station

5 Construction of

Sewerage Treatment

Plant

6 Final checking and

rectification of the

defects in all respect

7 Commissioning of

STP

Page 161 of 206

16. List of Bench Marks Sr. No

B.M. No. R. L. Value Description of the location

1 TBM E-1 581.090 On top of CRPF Chowki plinth corner RLY Station 2 TBM E-2 573.115 On top of Drain, Hotel Jagat villa, at T-Juntction,Shiwaji Nagar 3 TBM E-3 572.564 On top of Udaipol circle Circular wall, opp. Entrance of RSRTC Bus stand

and hotel Sangam

4 TBM E-4 575.352 On top of plinth of sulabh complex, at T-Junction, city station road ,Surajpol area.

5 TBM E-5 575.258 On top of DOT. Box foundation, opp. SBBJ Main Gate, Gulab Bag road,near Surajpole gate

6 TBM E-6 574.863 On plinth of Maan Hotel, new R/s of Hotel gate, Gulab bag Road at T- Junction.

7 TBM E-7 576.009 On top of house plinth ,T- Junction, Gulab bag road,Near Gate of Sarvaritu Vilas colony

8 TBM E-8 578.994 On top of house plinth, Near house gate, L/s of (Chistiya Manzil) House no-279, T- juntion ,Noori chowk, Khanji peer.

9 TBM E-9 587.825 On top of Drain, Near House gate of Asgarali Palana wala,HN-177, Kishanpole, Khanji peer opp. T.F & T- Juntion

10 TBM E-10 592.920 On top of plinth of khanji peer Sec. School, Kishan pole gate, at chouraha. 11 TBM E-11 597.430 On top of shop plinth,of M.M. Enterprises, H.no-12, Patel circle, Opp.

Riddhi Siddhi Medical.

12 TBM E-12 599.165 On top of H.M. Light (Mercury Light), RCC foundation.Diwanshah Colony 13 TBM E-13 600.395 On top of Boundry wall of park, at tiraha, Opp. Diwan shah colony. 14 TBM E-14 589.934 On top of Jawahar Nagar gate Plinth, L/s at gate Sindhu Dham. 15 TBM E-15 584.461 On top of DOT. Box RCC foundation ,Near fort dome,Near Ganpati car

Bazar, city station , opp. Army gate.

16 TBM E-16 575.574 On top of plinth of Suraj pole gate, R/s of gate. 17 TBM E-17 574.216 On top of plinth of Ready made palace shop at T- Juntion,Near Bata

Showroom, opp. Nagar nigam children garden,Bapu Bazar

18 TBM E-18 574.902 On top of Shop plinth, Near Honda Showroom,Opp.Hotel Kanchan Place Town Hall Road,Bapu Bazar

19 TBM E-19 575.670 On top of mercury light RCC squrare foundation, Inside of Delhi Gate Circle, East side of circle.

20 TBM E-20 578.687 On top of Ambedkar statue plinth, R/S of statue (west direction) Inside court circle.

21 TBM E-21 579.279 On top of plinth of Arawali pathlabs, Hospital road,at T-Junctoin 22 TBM E-22 582.161 On top of circular wall of Chetak circle, East side. 23 TBM E-23 583.110 On top of Mohta Park gate plinth R/S, chetak Road, Opp. Maharans Bhupal

stadium.

Page 162 of 206

Sr. No


24 TBM E-24 579.102 On top of Panchwati circle, circular wall. Towards Fatehpura side. 25 TBM E-25 575.297 On top of 2nd piller plinth of Escape Channel Culvert,Down Stream Side 26 TBM E-26 576.292 On top of circular wall of Sukharia circle towards Panchwati Circle side. 27 TBM E-27 576.409 On top of circular wall of Sukharia circle towards fatehpura side. 28 TBM E-28 578.265 On top of Divides Opp. Aroma Restaurent Opp. T- Juntion. 29 TBM E-29 580.300 On top of House plinth at Fatehpura chouraha , R/S. 30 TBM E-30 580.299 On top of electric box RCC foundation of SBBJ, at T- juntion, Old Fatehpura. 31 TBM E-31 579.758 On top of electric box RCC foundation , New Roshan TVS showroom at T-

juntion Adinath colony.

32 TBM E-32 580.593 On top of plinth Horizon mobile, near gate of sahyog sansthan.L/S of road. 33 TBM E-33 580.483 On top of electric box RCC foundation, Opp. Raj Mangal Amul Parlor at T-

juntion Bedla Road.

34 TBM E-34 581.668 On top of light pole/ guide pole RCC foundation of Syphon chouraha/Shahid Prakash khatik chouraha, Bedla & Gogunda road Junction inside divider.

35 TBM E-35 577.783 On top of shop plinth of vishal paints, Ashvani bazar,near water hut. 36 TBM E-36 580.333 On top of shop plinth, near Krishna medical, Hathipole , Khatik wara 37 TBM E-37 581.775 On top of Mercury light Rcc foundation in side circle, Hathi pole gate. 38 TBM E-38 582.786 On top of House plinth of Hazi N.M.I.M., Near Kunal metals. 39 TBM E-39 590.475 On top of Shiksha bhawan circle circular wall ,East side, Opp.Burhani

hospital.

40 TBM E-40 595.067 On top of Electric pole RCC square foundation at Chouraha, near Nahar " O" Sons, Fateh sagar road.

41 TBM E-41 588.813 On top of Drain wall, L/S of road near gate of Rail Sadan 42 TBM E-42 577.201 On top of circular wall of Meera Bai circle,Daitya Magri 43 TBM E-43 576.639 On top of circular wall of UIT circle. 44 TBM E-44 578.483 On top of house wall of Dinesh chand joshi. House no. -5 ,Saheli marg Near

Sony hospital.

45 TBM E-45 578.740 On top of DOT Box foundation Opp. House no-9 gate, Saheli marg, near Udaipur craft exports pvt. Ltd.

46 TBM E-46 579.650 On top of boundry wall edge, Opp. Hotel Empire palace & restaurent, Saheli marg.

47 TBM E-47 583.697 On top of boundry wall piller, near gate of police chowki, Amba mata Fatehpura.

48 TBM E-48 588.179 On top of boundry wall of Vidhya bhawan school,Opp. Kharol colony. 49 TBM E-49 593.146 On top of circular wall of Auditoriun, Dr. Mohan singh mehta marg. 50 TBM E-50 596.975 On top of Nallah culvert wall, L/S of road ,Dewali culvert. Ward no-3,& 1 51 TBM E-51 597.345 On top of Guide board near Hand Pump at Fateh sagar ,Dewali. 52 TBM E-52 576.461 On top of shop plinth,Manihari mandir,inside Suraj pole gate,Asthal

Chouraha.

Page 163 of 206

Sr. No


53 TBM E-53 577.034 On top of shop plinth of Magan shoes maker ,Laxmi Road Entrance, Mukharji chowk ,Near Dhan Mandi hospital ,Bhatnagar Mohalla

54 TBM E-54 576.969 On top of shop plinth of Ranglal Deeplal & sons, Dhan mandi at chouraha 55 TBM E-55 576.735 On top of plinth of Santoshi mata temple, Teej ka chowk, Dhan Mandi Opp.

Maheshwari sewa sadan.

56 TBM E-56 578.932 On top of circular wall of Shastri circle towards SBBJ bank. 57 TBM E-57 574.532 On top of shop plinth of Sonu provision store at chouraha,Shakti nagar 58 TBM E-58 571.768 On top of Nallah wall , Opp. Miss me fashion hub, Shakti nagar Jhule lal

Road, T- Juntion.

59 TBM E-59 572.699 On top of shop plinth of bombay dying at T- junction J-1, Shakti nagar 60 TBM E-60 575.150 On top of RCC piller of (Lilen club the ramp) shop at T- juntion, Bhupalpura,

Near Hussain cotton collection

61 TBM E-61 571.603 On top of house plinth of vishal photo copy & stationary . Road No-1 chouraha, Bhupalpura.

62 TBM E-62 571.141 On top of light pole foundation, near house no-86, Bhupalpura. 63 TBM E-63 576.367 On top of mercury light steel plate foundation at Bhupalpura circle, Bansi

Pan chouraha.

64 TBM E-64 574.262 On top of 2nd steps of Manglam medical, Resdency road at chouraha. 65 TBM E-65 576.134 On top of divider /chabutara Opp. Meera girls college, Gali no-

2,Sardarpura. 66 TBM E-66 577.954 On top of gate plinth of Meera Girls college, Opp. Hotel Gujrat, at tiraha 67 TBM E-67 575.545 On top of light pole RCC round foundation ,Opp. Fullturn India credit

Limited , at circle.

68 TBM E-68 576.936 On top of House plinth at tiraha , Kanji ka Hata, Opp. Dharmraj Milk Dairy. 69 TBM E-69 575.935 On top of chabutara near shiv ganesh hanuman temple at Amal ka Kanta

chouraha.Premi Dwara Road

70 TBM E-70 582.651 On top of 2nd steps of charbhuja nath temple, Kumarwara, at tiraha. 71 TBM E-71 579.387 On top of house plinth near Meetha ramji temple at tiraha, Opp.

Charbhuja templs.

72 TBM E-72 578.994 On top of Gupta handicrafts 2nd shop R/s plinth at tiraha, Pichola road. 73 TBM E-73 598.663 On top of Gate cabin plinth at pichola lake, Army area road. 74 TBM E-74 597.084 On top of waterworks wall at tiraha ,near water kheli,Near Transformer 75 TBM E-75 588.382 On top of welcome gate L/S, Opp. Sulab complex. Near Gulab Bag 76 TBM E-76 580.472 On top of welcome gate piller R/S near shri pala ganeshji temple. 77 TBM E-77 576.699 On top of DOT.Box RCC foundation at kalaji Gauraji chouraha. 78 TBM E-78 575.607 On top of circular wall of Circle,Near Rajasthan Mahila teachers training

college(Bed MED) , Gyan marg, Gulab Bag road.

79 TBM E-79 579.921 On top of house plinth of National radio, Opp. Hand Pump new sarrafa bazar Mukharji chowk.

80 TBM E-80 584.395 On top of house plinth of sona chandi Bazar, sidhi bazar. (Big Gate)

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81 TBM E-81 585.542 On top of shop plinth of yash jewlers at sindhi bazar & Bada bazar Junction , Opp. Amrit plaza.

82 TBM E-82 584.786 On top shop patti of shah shantilal Karu lal ,Bharbhuja Ghati,Mochiwara 83 TBM E-83 579.945 On top of shop plinth of Nagraj Vastra Bhandar at T- junction, Bharbhuja

Ghati Chaukhala bazar.

84 TBM E-84 579.090 On top of shop plinth of P.C. Gold at ram dwara chowk lane, Bhopalwari. 85 TBM E-85 591.235 On top of plinth of city clock tower Opp. Police Station 86 TBM E-86 602.057 On top of 4th steps of shri jagdish ji temple L/S stair of temple, Near Tulsi

pyau, at jagdish chowk.

87 TBM E-87 570.996 On top of Park plinth , Opp. Jai Ambe mataji temple.Shakti Nagar 88 TBM E-88 568.101 On top of shop plinth of Prakash electrical Opp. Dhan laxmi furniture,

Ashok Nagar.

89 TBM E-89 566.673 On top of mercury light RCC foundation . At Chouraha,Near Sukharia Garden

90 TBM E-90 568.648 On top of shop plinth of shiv shakti electric & stationary , Shive park road Jn. Durga-Nursery Road

91 TBM E-91 569.541 On top of circle square wall, Opp. Laxmi Mansion, Kumharon ka bhatta. Chhitorgarh Road

92 TBM E-92 569.698 On top of gate plinth L/S of gate piller of college of Fisheries at chouraha. 93 TBM E-93 571.249 On top of R/S gate piller plinth Opp. Rajasthan College of Agriculture gate.

(Govt. fateh sr. sec. school)

94 TBM E-94 573.267 On top of plinth of shri radhe krishana temple, near sandipan hospital, Mewad motors ki gali.

95 TBM E-95 583.082 On top of shop plinth at tiraha, inside Hathi pole, Teen khambo ke pas, opp. Nakoda Dahi bhandar.

96 TBM E-96 586.093 On top of Guide board piller of Bhairun marg & Maldas street marg, Opp. Balai Jeweler, Moti chauhtta,Near M M Hospital

97 TBM E-97 604.190 On top of Shiv temple chabutara at Ganesh ghati, at chouraha Opp TF. 98 TBM E-98 597.079 On top of plinth at Nukkar Paying guest house & restaurant , Ganesh ghati,

gadiya devra.

99 TBM E-99 596.506 On top of temple wall of satyeshwar Mahadev temple, Gadia devra Opp. Ganga niwas.

100 TBM E-100 601.868 On top of shop plinth at Namaste India Tailor, at tirha, Ganesh ghati, Opp. Magic collection.

101 TBM E-101 591.147 On top of water kheli, Opp. Uma electrical ,Bhatiyani chauraha, Near temple & H.P.

102 TBM E-102 585.986 On top of Nimadiya Ganesh temple plinth Sutharo ki ghati, Opp. Bhattiyani chauhtta marg.

103 TBM E-103 585.486 On top of shop plinth at manglam drinking water, Opp. Hotel raj place, Near HP & TF.

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104 TBM E-104 585.604 On top of stone patti Opp. Shop, Opp Hotel shakti Palce. 105 TBM E-105 574.802 On top of polish post Plinth, near Suraj pole gate red light. 106 TBM E-106 595.079 On top of Chandpole gate piller plinth,Gangaur ghat, Pichola lake. 107 TBM E-107 595.332 On top of shop plinth of Ishwar niwas(1968) at Aada Ganesh ji chowk,

outside chand pole Gate

108 TBM E-108 595.342 On top of water kheli, near peepli tree chabutra Opp. International guest house & restaurent ,Peepli chowk, Inside brahmpole.

109 TBM E-109 596.262 On top of Gate piller of Brahmpuri ki Masjid, Hazarat Gulsan rasul KI Dargah

110 TBM E-110 602.353 On top of Murcury light plate foundation,Subhash Chouraha 111 TBM E-111 603.518 On top of shop plinth of krishna mens wear & cloth center, Malla Talai,

Sajjangarh road.

112 TBM E-112 608.279 On top of wall of krishna computer & photo copies at chouraha , Opp. Eklavys colony, Gali no.-3.

113 TBM E-113 606.180 On top of plinth of Subhash statue at new chungi naka, sajjangarh road. 114 TBM E-114 608.709 On top of 2nd steps of Daksna tiwari Advocate L/S of sajjangarh road. 115 TBM E-115 603.630 On top of shop plinth of Trimurti vidio & Generatori, at T- junction,

Sajjangarh road.

116 TBM E-116 606.541 On top of circular wall of Motilal Tejawat circle, Rampura tiraha. 117 TBM E-117 593.154 On top of house plinth at tiraha, hatipole, near Kelwa house, Bicchu ki

ghati.

118 TBM E-118 587.526 On top of shop plinth of Dasora photo service,Panna day marg, Opp. Hotel mewar darshan, Hati pole.

119 TBM E-119 597.413 On top of house plinth, Raza chowk, Opp. Prabhat rolling shutter& welding.

120 TBM E-120 597.325 On top of small bhairunji temple, kumawat samaj ka, at tiraha, yadav colony.

121 TBM E-121 600.378 On top of Mercury light RCC foundation, Radaji chouraha, Amba mata Mandir marg.Inside Madan Mohan Malvia Circle, Opp. MMM ayurvedic college.

122 TBM E-122 602.373 On top of wall near gate of Rainbow electrical & equipments, 9A Amba mata scheme, Opp. Temple of Mahakaleshwar , at chouraha.

123 TBM E-123 601.592 On top of Park wall Opp. Ministry of Information & broad cast Center Charak Marg

124 TBM E-124 572.315 On top of piller plinth of Rajendra tailor, near street Ishar nayas barat ghar, ML Sukharia University

125 TBM E-125 569.797 On top of Drain, Jangid brothers Pvt. Ltd. at T- junction,Subhas nagar, Opp. B.N. college ground.

126 TBM E-126 568.760 On top of water kheli, Patho ki magri, near vishwa hindu parsad, state office, subhas nagar, Opp. B.N. college ground.

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127 TBM E-127 563.722 On top at Sulabh complex plinth at Sewa shram chouraha, near BN college. 128 TBM E-128 563.779 On top of shop plinth of Royal medical store at Thokar chouaha. 129 TBM E-129 563.543 On top of Oswal nagar gate3rd steps , nearRoyal sanitary.Chittorgarh Road 130 TBM E-130 565.712 On top of shop plinth ofSmart mens wear, Sunder was, Airport road at

chouraha.

131 TBM E-131 567.035 At Electric pole RCC foundation, near Poonam nasta center, at glass Chouraha, Airport road.

132 TBM E-132 578.374 On top of piller of Rajasthan jan Jati shetria vikas sahkari sangh limited, Nagda restaurant, ITI Ghati, NH-76, airport road/Chittorgarh Road

133 TBM E-133 576.903 On top of shop plinth of Agarwal medical , Pratap nagar chauraha, NH-76, Airport road.

134 TBM E-134 577.325 On top of culvert wall, L/S at Airport road, Near Bharat petrol pump. 135 TBM E-135 570.788 On top of wall , Near gate of Janardhan rai nagar Vidhya peeth university

L/S of airport road, road at tiraha

136 TBM E-136 569.258 On top of house plinth near Neelkanth Bartan bistar bhandar & Neelam provision store, Mehla Magra,Tulsi nagar, Bedwas village junction, L/S of airport road.

137 TBM E-137 570.798 On top of Divider , near Mount view school. 138 TBM E-138 577.069 On top at 2nd steps of shop near wall at Asnapura Juice center,

Rakampura road, Dau ji ki Bavdi, L/S of Airport road, Nakoda nagar.

139 TBM E-139 568.379 On top RCC piller, Guru ram das colony, near RLY crossing. 140 TBM E-140 569.024 On Drain top, Saraswati nagar, Mali colony. 141 TBM E-141 569.975 On top of chabutara of Sati Mataji temple,Sarveshwal colony. 142 TBM E-142 571.360 On top of shop plinth near Jodhpur misthan bhandar, Opp. Hotel Ardency

Inn. Tekri chouaha ,at Tulsi graphies.

143 TBM E-143 576.070 On top of Mercury light RCC foundation, Police line chouraha, Opp. South gate of Police line.

144 TBM E-144 571.116 On top of shop plinth near Agarwal kirana store, shiv nagar, New rajendra Nagar street.

145 TBM E-145 570.415 On top of shop plinth of house, Opp. Hand Pump Gayariawas chouraha. 146 TBM E-146 571.033 On top of shop plinth at chouraha, Gayriawas. 147 TBM E-147 571.292 On top of Mercury light RCC foundation, Opp. Kalpana kargo office,

Proivate bus stand.

148 TBM E-148 578.763 On top of circular wall of Reti chouraha, near gate, Opp. LIC building, Sub - city center area.

149 TBM E-149 579.461 On top of plinth of Shiv temple near Railway underpass ,Hiran magri sec.11 150 TBM E-150 589.604 On top of Drain, Plot no -1177, Sector-11, Days bhawan, Opp. Amar

chamber.

151 TBM E-151 599.242 On Culvert wall top, Opp. Vishal mega mart. Opp. Hand Pump & Petrol pump.

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152 TBM E-152 599.274 On top of Mercury light Rcc foundation at Paras circle, Opp. R.H.B office. 153 TBM E-153 562.913 On top of Rcc piller under RLY Bridge Opp. Royal Enfield & Gandhi motors

Showroom and Limdia Bhairun ji temple.Near Sewaashram

154 TBM E-154 562.730 On top of House plinth ,near gate of Anil Lahoti, HN-5A, sector no.-3, HiranMagri at tiraha.

155 TBM E-155 571.147 On top of Divider cut at wall, Opp. Krishana study center, Anuvrat nagar Jn. 156 TBM E-156 571.145 On top of green belt RCC wall middle center ,Opp. SBBJ. 157 TBM E-157 572.445 On top of Indian Oil petrol pump, near Gurunank college, sec.4 Hiran Magri 158 TBM E-158 574.633 On top of Green belt RCC wall, Opp. Menaria Guest House, Near BSNL.

Hiran Magri .

159 TBM E-159 574.849 On top of Green belt RCC wall, Opp. Roshan Auro repair, at chouraha Pratap nagar.

160 TBM E-160 579.773 On top of DOT box foundation , at chouraha, sec.6, Hiran Magri , Near police station.

161 TBM E-161 576.530 On top of Mercury light plate foundation,Savina tiraha, sec. 8. 162 TBM E-162 577.902 On top of shop plinth of karishna property, Opp. Baroda Nursary , jam

nagar-Kota road, sec-8.Hiran Magri

163 TBM E-163 574.318 On top circular wall of savina khera circle, near savina Rly crossing. 164 TBM E-164 571.923 On top of Nallah culvert wall top.Near Savina Circle 165 TBM E-165 571.322 On top of Nallah culvert wall ,Opp.Stadium gate.Near Gramin Hat-Mkt. 166 TBM E-166 569.394 On top of shop plinth at junction, near Ravi ladies tailor. Gayariawas

Santosh nagar.

167 TBM E-167 567.930 On top of house plinth at junction, Santosh nagar. 168 TBM E-168 568.299 On top of shop plinth of Rishab dev stone trading company, Panerio ki

Madari, Tekari link road.

169 TBM E-169 569.753 On top of plinth of shop piller of jagdish flour mill, at Kumbha nagar Link road, Panerio ki madri ,at chouraha.

170 TBM E-170 603.490 On top of road wall, Opp. Bharat car décor, near Joganiya mataji temple. 171 TBM E-171 592.508 On top of Mercury light plate foundation near Allahabad bank, Goverdhan

vilas, NH-8.

172 TBM E-172 589.800 On top of road light RCC foundation, middile of divider, NH-8 Opp. Govind nagar T- junction.

173 TBM E-173 585.707 On top of RCC foundation of electric pole, Opp. Audi showroom , at choraha NH-8, Goverdhan vilas main road.

174 TBM E-174 589.091 On top of boundry wall, near gate of Govt. Ayurvedic hospital at Goverdhan vilas chouraha.

175 TBM E-175 589.678 On top of house plinth corner, NH-8, HB colony ,1/2, Pahari wale Hanumanji Temple lane, Opp. Nallah culvert.

176 TBM E-176 598.428 On top of RCC foundation of high mask light pole foundation at chouraha, Old chungi Naka.

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177 TBM E-177 587.331 On top of Nallah slab, near wall of house, Opp. Gurukul sec. schoool at Chouraha ,Goverdhan vilas Housing Board , sec-14, 100 feet road.

178 TBM E-178 594.343 On top of house round plinth at T- junction. HN-48, Sec 14, G.V.Housing Board

179 TBM E-179 591.554 On top of street light foundation, inside of divider, Opp. Trimurti Appartment, T- junction, 100 feet road, Goverdhan Vilas Housing Board

180 TBM E-180 586.778 On top of square plinth at C.A. circle. 100 feet road H.B, Near caliber Acedamy pvt. Ltd. At chouraha. G- block ,Hiran magri sec-14.

181 TBM E-181 577.055 On top of shop plinth of Perfect Aluminium at chouraha near Savina RLY crosing.

182 TBM E-182 583.216 On top of Galaxy style shop plinth, Opp. Hind misthan bhandar at T- junction ,Savina.

183 TBM E-183 586.087 On top of shop plinth of Divya cloth Emporium, near Gupteshwar namkin bhandar , main road savina, sector-9.

184 TBM E-184 579.001 On top of Shop Plinth of Kuber sanitary ware corner, 110, Jain sahab wali badi, Roshan colony, 100 feet road, savina.

185 TBM E-185 577.504 On top of street light RCC foundation, near Nallah, Opp. Bhairav kirana & General store, 100 feet road, at chouraha.Savina

186 TBM E-186 580.279 On top of RCC foundation of Mercury light at T- junction , M.P. colony. 187 TBM E-187 582.348 On top of Peeple tree chabutara of hanuman temple at chouraha. 188 TBM E-188 582.447 On top of Nallah culvert wall, Opp. Capital tower, at tiraha , 100 feet road

Sec.-14.

189 TBM E-189 581.246 On top of divider at T- junction, near hill & Dharmraj ji temple. 190 TBM E-190 582.604 On top of temple wall at tiraha.Near Maharaja Pratap Colony 191 TBM E-191 581.920 On top of Drain Opp. House of Mahaveer Ganesh lal saruparia , Ashish

colony Sec.-14.Hiran Magri

192 TBM E-192 579.116 On top of Nallah at T- junction. 193 TBM E-193 583.230 On top at shop Plinth at Padmawati Departmental store, 100 feet road,

Plot no. 5A, sec-13.

194 TBM E-194 577.396 On top of light pole of Gavari chowk circle, sec-13. 195 TBM E-195 577.896 On top of House round plinth at T- junction, Hiran magri, sec-11. 196 TBM E-196 588.430 On top of Drain, near gate of UIT community Hall, sec-11, at T- junction. 197 TBM E-197 593.568 On top of boundry wall plinth, near gate of PWD Gang hut, Goverdhan

vilas. 198 TBM E-198 597.738 On top of Esdee solutech shop plinth at chouraha, R/S at NH-8. 199 TBM E-199 601.647 On top of police station ,Goverdhan vilas. 200 TBM E-200 602.560 On top of DOT. Box foundation , near hotel Jai mahal, T- Junction, NH-8. 201 TBM E-201 606.856 On top of Inaugration piller, NH-8, at T- junction, Bye Pass, near murcury

light

202 TBM E-202 606.111 On top of Nallah wall, near culvert of service road, at NH-8, at T-junction.

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203 TBM E-203 613.116 On top of Small rock, at T- junction, NH-8, Bye Pass road. 204 TBM E-204 601.230 on top of KM stone ,Near Dev Narayan Dhaba 205 TBM E-205 594.834 On top of culvert wall,Near Gajraj Bhojanalaya,NH-8,Bye-Pass Road 206 TBM E-206 592.722 On top of house plinth, near Rahat nursing home, H.N-65, House of Arjun

lal choudhary.

207 TBM E-207 592.899 On top of Nallah wall, Opp. India bulls home loan building. 208 TBM E-208 602.854 On top of RCC foundation at mercury light pole, at T-junction. 209 TBM E-209 596.688 On top of house plinth near gate, near shop Maa Kali cosmetic store, Ist-

Block.

210 TBM E-210 597.701 On top of shop step of charu enterprises LIC shop, 75- First block, sec,14 (Jayant - villa)

211 TBM E-211 587.351 On top of Nallah culvert wall, Opp. Govt, Primary health center, Savina (Gramin) Balicha Bye Pass road, Opp. United engg. Works, T- junction.

212 TBM E-212 588.002 On top of culvert wall corner, Bye pass road at T-Junction, Opp. Sai Tutorials.

213 TBM E-213 585.579 On top of House plinth, near gate T-junction. 214 TBM E-214 591.928 On top of culvert R/S wall top at Bye pass road at chouraha, Salumber

road. 215 TBM E-215 589.935 On top of shop plinth at chouraha, Savina main road, 100 feet road. 216 TBM E-216 586.217 On top of House plinth, near gate at T- Junction, sec-12. 217 TBM E-217 585.206 On top of Road light RCC foundation at chouraha, Savina, D-Block, Ram

Nagar.

218 TBM E-218 586.655 On top of Mahalaxmi milk dariy Plinth at T- junction 11, D- Block, Hiran Magri, Sec.9, Savina.

219 TBM E-219 580.012 On top of mercury light steel plate foundation at chouraha, sec-9,Hiran Magtri.

220 TBM E-220 579.501 On top of wall at Nallah, near house,sec-9, Maruti Suzuki Extreme car Engineers workshop, House no.126, Zing colony, Hiran Magri.

221 TBM E-221 578.597 On top of Pipe culvert wall, at chouraha, sec-9 Hiran Magri. 222 TBM E-222 569.294 On top at road light RCC foundation Opp. H.N-384, D.L. Dangi House, T-

junction, Jhamar Kotra road, Near RLY crossing.

223 TBM E-223 568.437 On top of road light RCC foundation at chouraha, Hiran magri, Opp. Peeple tree chabutara.

224 TBM E-224 566.452 On top of High mask light RCC foundation at T- junction, Opp. Gauband Vatika, Jhamar- Kotra road, Opp. Sandhya Properties

225 TBM E-225 563.837 On top of small RCC piller steel plate at chouraha, Near Rajeshwari garden, Jhamar- Kotra road, shanti nagar, sec-5 , 120 feet road.

226 TBM E-226 563.899 On top of Nallah culvert wall, Opp. Divine child public school, Sec-5, Shanti nagar.

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227 TBM E-227 564.167 On top of road light RCC foundation inside divider at T- junction, Shanti-Nagar, 120 feet road, sec-5, Opp. Sagar college of Bsc nursing.

228 TBM E-228 559.224 On top of Mercury light foundation at Chouraha,Bye-pass Road 229 TBM E-229 563.064 On top of plinth of Munmun café & restaurent , at T- junction, Manwa

khera.

230 TBM E-230 565.597 On top of shop wall of Mateshwari kirana & General store, Manwa Khera, at chouraha, Opp. Shanti Niketan complex.

231 TBM E-231 562.805 On top of plinth of wall of LIC office residance campus at T- junction, Manwa khera road, sec-5, Jain Mandir road JN.

232 TBM E-232 561.029 On top of house plinth at turning point, House of shri Yogendra jain, Plot no. 14, Anand vihar, sec-4

233 TBM E-233 561.261 On top of house plinth, near gate, House no.-106, vidhya vihar. (Merop house) D.S. charan.

234 TBM E-234 562.754 On top of Park boundry wall, Adarsh Housing society road, Vidhya nagar, BSNL road, Opp. Sargam music school.

235 TBM E-235 567.619 On top of BSNL round wall, Opp. Mahalaxmi milk dairy, T- junction. 236 TBM E-236 562.128 On top of road light RCC foundation at chouraha. 237 TBM E-237 559.001 On top of shop plinth of Riddhi - Siddhi Traders. 238 TBM E-238 559.832 On top of raod light RCC foundation at T- juntion, Opp. FCI, Industrial area. 239 TBM E-239 559.581 On top of Nallah culvert wall corner. Near FCI corner at T- junction, Opp.

Wine shop.

240 TBM E-240 558.484 On top of culvert wall, Vdya vihar road.Industrial Area 241 TBM E-241 559.863 On top of chamber, at Bye Pass chouraha, Opp. Jai shree transport

company.

242 TBM E-242 559.459 On top of culvert wall, road no.-2, Mewad industrial area, Madari village. 243 TBM E-243 555.150 On top of shop plinth of Dharamraj Restaurent at T- Junction, Madari. 244 TBM E-244 552.168 On top of road Light RCC square foundation, road no-5 Entrance ,

Industrial Area, Madari, Jhamar Kotra road.

245 TBM E-245 566.396 On top of wall of Bajrang Bali temple, near water tank, Opp. Rajendra Morors, Bye pass Road

246 TBM E-246 568.320 On top of culvert wall of Nallah at chouraha, near Auto kan Honda showroom.

247 TBM E-247 569.201 On top of Boundry wall of Mahindra showroom , S-92, Bye pass road. 248 TBM E-248 564.762 On top of Bye pass road culvert stone, at chouraha, Under pass of road. 249 TBM E-249 566.977 On top of Railway signal pole , level crosing No. 74 special.Industrial Area 250 TBM E-250 564.455 On top of Green belt wall at chouraha near friends quarry & processing

machines.Industrial Area

251 TBM E-251 566.972 On top of circular wall at huge vat- tree at T- junction,Opp. womens Polytechnic college.

252 TBM E-252 567.543 On top of house wall near gate ,at chouraha, Shiv Kunj Chowk ,Sundarwas.

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253 TBM E-253 570.227 On top of DOT Box foundation at chouraha, Arvind nagar, Opp. Bhairun nath flour Mill ,near Hand Pump & water hut.

254 TBM E-254 572.822 On top of house boundry wall plinth (Raj Vill) House of Rajendra Porwal, Arvind Nagar.

255 TBM E-255 579.533 On top of house floor near gate, at chouraha, Bohara Ganesh temple marg, Pratap nagar.

256 TBM E-256 577.258 On top of RCC square foundation of mercury light, Inside of circle, Opp. Matehswari milk dairy & Mawa Bhandar,Block- B, Pratap Nagar.

257 TBM E-257 563.885 On top of House piller at T- junction, North sundarwas, House of Mr. Gopal lal salvi, HN-651.

258 TBM E-258 563.362 On top of piller near Boundry wall of house at T- junction, House of Pushpendra singh Rathore, Vrindavan nagar.

259 TBM E-259 563.665 On top of square boundary wall of Hand pump at T- junction, Bahubali Colony, Opp. Vinayak Ganesh store.

260 TBM E-260 566.456 On top of boundry wall of shri Ram bartan bhandar at Dhool Kot chouraha. 261 TBM E-261 563.528 On top of road light RCC foundation Dhool kot marg JN.Opp. Madaar plaza. 262 TBM E-262 563.207 On top of mercury light RCC square foundation.Ganesh Dwar,Maharaja

Chhatri

263 TBM E-263 570.222 On top of Aradhana studio plinth, Banjara street, Opp. Sutharwara street, Main road Ayad.

264 TBM E-264 566.910 On top of shop plinth of Om shri Himalaya ICE-cream, Main road Ayad,at T- junction (Dharam Temple)

265 TBM E-265 566.936 On top of Mercury Light RCC square foundation near Vivekanand circle, main road Ayad, Opp. Anand plaza.

266 TBM E-266 567.935 On top of shop plinth of Dev- Door & plywood, Sai complex, university road at chouraha.

267 TBM E-267 564.687 On top of mercury light RCC foundation at chouraha, University main road, Opp. SBI ATM Kalka mata road junction.

268 TBM E-268 571.049 On top of shop chabutara of Padmawati art studio, at gali corner, University main road, Peepali chowk, Pahada.

269 TBM E-269 570.241 On top of shop plinth of Amar fountain soda, near SBI ATM & Mohan lal Sukhadia University gate.

270 TBM E-270 569.745 On top of shop plinth at Payal Digital studio, Bhaskar colony JN. Kalka mata road, payada, near Neelam restaurant & Bhojanalaya

271 TBM E-271 574.551 On top of road/ street light pole round foundation at T- junction, Madhav colony, Ganesh nagar,Kalka mata road, Opp. Shri Charbhuja namkeen Near Kalka mata temple.

272 TBM E-272 576.807 On top of Gopeshwar mahadev temple plinth at tiraha, new RTO road,payada..

273 TBM E-273 578.447 On top of house boundry wall near gate, house of shri Babulal Dayma, H.N.-1 , Vrinda vihar, Opp. University gate, RTO road.

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274 TBM E-274 578.988 On top of Drain, near house, RTO road, Rukmani sadan, DR. K.P. sharma. 275 TBM E-275 582.054 On top of Mateshwari kirana store plinth, RTO road. 276 TBM E-276 586.945 On top road light square foundation, at NH-8, inside at divider. Near

Golden Jubalee Gate of University

277 TBM E-277 569.387 On top of Bank of Baroda ATM shop plinth ,at Bharat Petroleum Pump, R/s at chouraha, 100 feet road, Khara Kuwa, Ashok nagar, new Bhupalpura.

278 TBM E-278 570.352 On top of at peepli tree chabutara, at tiraha, Khara Kuwa, Basant Vihar, Near shiv temple.

279 TBM E-279 569.744 On top of Nallah wall L/S, at 100 feet road, at T- junction, Opp. A- square building, near Punjabi Tadka restaurant, Kamal Nagar.

280 TBM E-280 571.098 On top of road light round foundation, Indside divider, 100 feet road, at Chouraha, Opp. S.R. Building materials. Sobhagpura.

281 TBM E-281 573.141 On top of road reflector inside divider, near Vikas Vidhya Mandir Sr. Sec. School, at chouraha,Sobhagpura

282 TBM E-282 575.524 On top at circular wall of Mewar Circle, South side. 283 TBM E-283 575.558 On top of shop plinth of Arihant Minchem at chouraha, Shobhagpura. 284 TBM E-284 576.175 On top of Circular wall of Shobhagpura circle/ R.K. circle, Village Pulan East

side.

285 TBM E-285 577.154 On top of Up side culvert piller corner, near Canara Bank (S.M.E.), Star Appartment, village Pulan.

286 TBM E-286 576.568 On top of Nallah culvert wall , Opp. Surya Mahal House, Near Aamarpali Appartment.

287 TBM E-287 579.316 On top of road Reflector light inside divider, near Mercury light, Opp. Convoy Heights, at tiraha.

288 TBM E-288 580.077 On top of Reflector light. Inside divider, Hanuman Chouraha, Roop Nagar, Buhana Village, 100 feet road.

Page 173 of 206

Abstract of

Cost

Page 174 of 206

UDAIPUR MUNICIPAL CORPORATION Name of Work : Providing, Laying, Jointing, Testing and Commissioning of Sewer System (Lateral, Branch and Main Sewers) and all ancillary works including construction of Manholes, Septage Management, Construction of Sewage Pump House & Rising Main and Restoration of Roads etc including 1 year defect liability and thereafter 10 years O&M along with Design, Construction, Supply, Installation, Testing and Commissioning (Civil, Mechanical & Electrical Works) of STP and associated works including 1 year defect liability and there after 10 years O&M (Turnkey Basis) for Udaipur Town.

GENERAL ABSTRACT OF COST

S. No.


Amount (In Lacs)

Wall City Area

(Smart City) Amount (In Lacs)


RUIDP work

under ADB Amount (In Lacs)



A Sewerage Works



7500.02 7500.13 1200.00 116216.00


Rehabilitation of existing sewers by Pipe Bursting / CIPP Technology & new sewer line by Trenchless Technology in Udaipur Walled City including associated works.

14903.11 14903.11

Total of Part-A 7500.02 14903.11 7500.13 1200.00 131119.11

B Septage Management

3 Sewer Network for Septage System including Construction of Septic Tanks and Treatment Plant.

1000.00 1000.00

Total of Part-B 0.00 0.00 1000.00 0.00 1000.00


7500.02 14903.11 8500.13 1200.00 132119.11



7650.02 15201.17 8670.13 1224.00 134761.49


453.85 554.70 888.69 3479.28


421.68 1544.24 1208.16 336.24 9377.20

Page 175 of 206

S. No.


Amount (In Lacs)

Wall City Area

(Smart City) Amount (In Lacs)


RUIDP work

under ADB Amount (In Lacs)




8525.55 17300.12 10766.98 1560.24 147617.97


7 Provision of Construction, Supply, Installation, Testing and Commissioning of Civil, Mechanical, Electrical Works of Sewage Treatment Plant having cumulative capacity 113.20 MLD for Ultimate Year 2048. Proposed STP details as follows: → 25.0 MLD Capacity of STP-1 near Kaladwas Village (20.0 MLD Existing STP on PPP Mode) → 10.0 MLD Capacity of STP-2 near FCI Godam → 5.0 MLD Capacity of STP-3 near Karjali House on bank of Ayad River

8000.00 18640.00

Total of Part-C 0.00 8000.00 0.00 0.00 18640.00

Grand Total Cost (Sewerage & STP Works excluding Provisional Sum, O&M, House Connections)

7500.02 22903.11 8500.13 1200.00 150759.11

SAY 7500.00 22903.00 8500.00 1200.00 150759.00

Page 176 of 206

Cost Estimate (AMRUT Ph-2nd)

Page 177 of 206

S.No. Ref. of ISoR

Item No. Item Description Quantity Unit Rate Amount

Part "A" RUIDP Integrated SOR 2013 1 RUIDP

Integrated SoR 2013

17.1 Earth work for Sewer line and Manhole in excavation in foundation, trenches, manholes, road side chambers etc. including dressing of sides and ramming of bottoms, including getting out the excavated material, refilling after laying pipe/ foundation and disposal of surplus excavated material at a lead upto 50m suitable site as per direction of Engineer for following depths, below natural ground / Road top level including allowances for any additional excavation beyond the standard drawings (measurement for payment to be as per standard drawings), re-handling of material / earth to complete the task.

2 RUIDP Integrated SoR 2013

17.1.1 In all types soils such as moorum, sand, sandy silt, clay, black cotton soil, kankar, etc.

3 17.1.1.1 Depth upto 1.5 m 56882.00 Cum 203.00 11547046.00 4 17.1.1.2 over all depth of excavation above 1.5 m and upto 3.0 m 20979.00 Cum 233.50 4898596.50 5 17.1.1.3 over all depth of excavation above 3.0 m and upto 4.5 m 2008.00 Cum 268.50 539148.00 6 17.1.1.4 over all depth of excavation above 4.5 m and upto 6.0 m 249.00 Cum 309.00 76941.00 7 17.1.1.5 over all depth of excavation above 6.0 m and upto 7.5 m 26.00 Cum 355.00 9230.00 8 RUIDP

Integrated SoR 2013

17.1.2 In Ordinary Rock

9 17.1.2.1 Depth upto 1.5 m 13087.00 Cum 876.00 11464212.00 10 17.1.2.2 over all depth of excavation above 1.5 m and upto 3.0 m 3497.00 Cum 1007.00 3521479.00 11 17.1.2.3 over all depth of excavation above 3.0 m and upto 4.5 m 2008.00 Cum 1159.00 2327272.00 12 17.1.2.4 over all depth of excavation above 4.5 m and upto 6.0 m 499.00 Cum 1332.00 664668.00 13 17.1.2.5 over all depth of excavation above 6.0 m and upto 7.5 m 52.00 Cum 1532.00 79664.00 14 RUIDP

Integrated SoR 2013

17.1.4 In Hard Rock

15 17.1.4.1 Depth upto 1.5 m 39261.00 Cum 2830.00 111108630.00 16 17.1.4.2 over all depth of excavation above 1.5 m and upto 3.0 m 10490.00 Cum 3396.00 35624040.00 17 17.1.4.3 over all depth of excavation above 3.0 m and upto 4.5 m 6022.00 Cum 4070.00 24509540.00

Page 178 of 206

S.No. Ref. of ISoR


18 17.1.4.4 over all depth of excavation above 4.5 m and upto 6.0 m 1747.00 Cum 4890.00 8542830.00 19 17.1.4.5 over all depth of excavation above 6.0 m and upto 7.5 m 182.00 Cum 5870.00 1068340.00 20 RUIDP

Integrated SoR 2013

17.2 Add extra over item no 17.1.1, 17.1.2, 17.1.3 and 17.1.4 in RUIDP SOR for excavation in saturated soil, silt, rock and sludge where pumping or bailing out of water including well point if required for sewer line and manhole.

21 17.2.1 Excavation depth from ground level 0.0 to 9.0 m 22 17.2.1.1 Excavation from Encountered depth of Water table 0.0 to 1.5 m 1309.00 Cum 40.50 53014.50 23 17.2.1.2 Excavation from Encountered depth of Water table 1.5 to 3.0 m 3497.00 Cum 81.00 283257.00 24 17.2.1.3 Excavation from Encountered depth of Water table 3.0 to 4.5 m 3011.00 Cum 162.00 487782.00 25 17.2.1.4 Excavation from Encountered depth of Water table 4.5 to 6.0 m 748.00 Cum 244.00 182512.00 26 17.2.1.5 Excavation from Encountered depth of Water table 6.0 to 7.5 m 78.00 Cum 325.00 25350.00 27 RUIDP

Integrated SoR 2013

17.3 Providing and fixing CLOSE timbering in trenches of sewer line and manholes including strutting, shoring and packing cavities (wherever required) complete. (Measurements to be taken of the face area timbered) for following depth below NGL.

28 17.3.1 Depth upto 3.0 m 133074.00 Sqm 122.00 16235028.00 29 17.3.2 Depth more than 3.0 m and upto 6.0 m 9895.00 Sqm 123.00 1217085.00 30 RUIDP

Integrated SoR 2013

17.4 Extra for planking, strutting and packing material for cavities IN CLOSE TIMBERING of sewer line and manholes if required to be left permanently in position (face area of timber permanently left to be measured)

953.00 Sqm 1000.00 953000.00


17.5 Providing and fixing OPEN timbering in trenches of sewer line and manholes including strutting, shoring and packing cavities (wherever required) complete for following depth below NGL.

32 17.5.1 Depth upto 3.0 m 88716.00 Sqm 63.50 5633466.00 33 17.5.2 Depth more than 3.0 m and upto 6.0 m 6596.00 Sqm 64.00 422144.00 34 RUIDP

Integrated SoR 2013

17.6 Extra for planking, strutting and packing material for cavities IN OPEN TIMBERING of sewer line and manholes if required to be left permanently in position (face area of timber permanently left to be measured)

953.00 Sqm 440.00 419320.00

Page 179 of 206

S.No. Ref. of ISoR



17.26 Providing, lowering, laying, aligning, fixing in position and jointing at all level/ depths full round HDPE DWC (double wall corrugated) pipes of SN8 grade as per IS 16098 (Part 2) amended upto date in trenches in complete including all material, labour, testing and commissioning as per RUIDP Standard Specifications, Standard drawings and as per direction of Engineer. Note : E/w to be measured and paid separately.

36 17.26.2 200 mm ID 62208.00 metre 525.00 32659200.00 37 17.26.3 250 mm ID 195.00 metre 952.00 185640.00 38 RUIDP

Integrated SoR 2013

17.18 Providing at site, lowering & laying in trenches, aligning & jointing of RCC pipes NP4 class (with s/s ends) IS: 458 - 2003 (amended up to date) marked and pipes from 300 mm and upto 1800 mm manufactured through vertical casting process at all depths with Rubber gaskets (EPDM/SBR) for sewer lines as per IS: 5382 (including cost of Rubber gaskets, lubricants) as per Standard drawing, sectional testing of the sewer pipe line (including cost and conveyance of water to site) etc., complete as per RUIDP Standard specification and / or as directed by Engineer. Note : E/w to be measured and paid separately

39 17.18.2 200 mm internal diametre 9599.00 metre 518.00 4972282.00 40 17.18.3 250 mm internal diametre 1146.00 metre 724.00 829704.00 41 17.18.4 300 mm internal diametre 668.00 metre 973.00 649964.00 42 17.18.5 350 mm internal diametre 170.00 metre 1600.00 272000.00 43 17.18.10 700 mm internal diametre 1356.00 metre 4150.00 5627400.00 44 17.18.11 800 mm internal diametre 2286.00 metre 4660.00 10652760.00 45 17.18.12 900 mm internal diametre 96.00 metre 5670.00 544320.00 46 RUIDP

Integrated SoR 2013

17.21 Add extra for manufacturing of RCC pipe with Sulphate Resistant Cement instead of OPC/PPC cement

47 17.21.2 NP4 Pipes 48 17.21.2.2 200 mm internal diametre 9599.00 metre 7.00 67193.00 49 17.21.2.3 250 mm internal diametre 1146.00 metre 8.50 9741.00 50 17.21.2.4 300 mm internal diametre 668.00 metre 14.00 9352.00

Page 180 of 206

S.No. Ref. of ISoR


51 17.21.2.5 350 mm internal diametre 170.00 metre 32.50 5525.00 52 17.21.2.10 700 mm internal diametre 1356.00 metre 68.50 92886.00 53 17.21.2.11 800 mm internal diametre 2286.00 metre 87.00 198882.00 54 17.21.2.12 900 mm internal diametre 96.00 metre 103.00 9888.00 55 RUIDP

Integrated SoR 2013

17.27 Providing granular bedding having width = outer dia of pipe (Bc) + 500mm, thickness below pipe = 0.25Bc or 100mm (whichever is higher) and haunching = 0.5Bc, with graded hard crusher broken stone of 100% passing through 20mm sheive, 20 to 50 % passing through 10mm sheive and 100 % retain on 6.3mm sheive, laying in layers of thickness 10/15cm including ramming, consolidation etc complete for all type of pipes of following sizes as per standard drawing and or as directed by Engineer.

56 17.27.3 200 mm internal diametre 47294.00 metre 127.00 6006338.00 57 17.27.4 250 mm internal diametre 328.00 metre 143.00 46904.00 58 17.27.5 300 mm internal diametre 212.00 metre 164.00 34768.00 59 17.27.6 350 mm internal diametre 38.00 metre 221.00 8398.00 60 17.27.11 700 mm internal diametre 582.00 metre 467.00 271794.00 61 17.27.12 800 mm internal diametre 547.00 metre 558.00 305226.00 62 17.27.13 900 mm internal diametre 19.00 metre 652.00 12388.00 63 RUIDP

Integrated SoR 2013

17.28 Providing and laying plain cement concrete M15 grade (using mechanical concrete mixer) using 20mm graded hard crusher broken stone aggregate, laying in layers of not more than 15cm thick, for bedding having width = outer dia of pipe (Bc) + 200mm or 1.25Bc (whichever is higher), thickness below pipe = 0.25Bc or 100mm (whichever is higher) and haunching = 0.25Bc, for all type of pipes of following sizes, including compaction, curing, form work, etc complete as per standard drawing and/ or as directed by Engineer.

64 17.28.2 200 mm internal diametre 24513.00 metre 254.00 6226302.00 65 17.28.3 250 mm internal diametre 1013.00 metre 294.00 297822.00 66 17.28.4 300 mm internal diametre 456.00 metre 354.00 161424.00 67 17.28.5 350 mm internal diametre 132.00 metre 533.00 70356.00 68 17.28.10 700 mm internal diametre 773.00 metre 1400.00 1082200.00

Page 181 of 206

S.No. Ref. of ISoR


69 17.28.11 800 mm internal diametre 1739.00 metre 1810.00 3147590.00 70 17.28.12 900 mm internal diametre 77.00 metre 2230.00 171710.00 71 RUIDP

Integrated SoR 2013

17.50 Providing, fixing and constructing of pre-cast RCC M-40 grade circular manholes with internal dia 1.0m and up to specified depth having pre-cast RCC M-40 grade conical piece 0.69m top dia, 1.0m bottom dia, 0.72m total height (0.431m cone height), 125mm wall thickness with inbuilt manhole cover frame on top and circular ring on bottom, required no of pre-cast RCC M-40 grade circular ring of dia 1.0m, height 300/ 225/ 150mm and wall thickness 125mm including concreting PCC M-10 grade (1:4:8) for 150mm thick, 1.2m dia foundation, PCC M20 for 1.1m dia benching and channel portion and up to top level of sewer pipe etc complete with curing compaction and form work, supplying and fixing heavy duty SFRC manhole cover as per IS 12592 (Part I and II) complete in all respect including shuttering, reinforcement steel, testing for water tightness and fixing ferro-cement footsteps complete in all respect (including the cost of manhole cover and frame) as per RUIDP Standard specification and the direction of the Engineer. (Note:- Excavation of earth work and road cutting for manhole will be measured and paid separately

72 17.50.1 Pre-cast RCC M-40 grade circular manholes 0.72 m deep to invert with pre-cast conical piece, 1 no pre-cast circular ring, Cast-in-situ PCC M-10 grade foundation, PCC M15 grade benching and channel portion

3757.00 each manhole

12500.00 46962500.00

73 17.50.2 Providing and fixing pre-cast RCC M-40 grade circular ring of dia 1.5m, height 300/225/150mm for constructing extra depth of manhole for depth beyond 0.72m as per drawing and direction of Engineer.

2440.00 Mtr. 3580.00 8735200.00


17.51 Providing, fixing and constructing of pre-cast RCC M-40 grade circular manholes with internal dia 1.20m and up to specified depth having pre-cast RCC M-40 grade conical piece 0.69m top dia, 1.2m bottom dia, 0.92m total height (0.631m cone height), 125mm wall thickness with inbuilt manhole cover frame on top and circular ring on bottom, required no of pre-cast RCC M-40 grade circular ring of dia 1.2m, height 300/ 225/ 150mm and wall thickness 125mm including concreting PCC M-10 grade (1:4:8) for 150mm thick, 1.4m dia foundation, PCC M20 for 1.3m dia benching and channel portion and up to top level of sewer pipe etc complete with curing compaction and form work, supplying and fixing heavy duty SFRC manhole cover as per IS 12592 (Part I and II)

Page 182 of 206

S.No. Ref. of ISoR


complete in all respect including shuttering, reinforcement steel, testing for water tightness and fixing ferro-cement footsteps complete in all respect (including the cost of manhole cover and frame) as per RUIDP Standard specification and the direction of the Engineer.(Note:- Excavation of earth work and road cutting for manhole will be measured and paid separately)

75 17.51.1 Pre-cast RCC M-40 grade circular manholes 0.92 mtr deep to invert with pre-cast conical piece, 1 no pre-cast circular ring, Cast-in-situ PCC M-10 grade foundation, PCC M15 grade benching and channel portion

744.00 each manhole

15400.00 11457600.00

76 17.51.2 Providing and fixing pre-cast RCC M-40 grade circular ring of dia 1.2m, height 300/225/150mm for constructing extra depth of manhole for depth beyond 0.92m as per standard drawing and direction of Engineer.

905.00 Mtr. 3870.00 3502350.00


17.52 Providing, fixing and constructing of pre-cast RCC M-40 grade circular manholes with internal dia 1.50m and up to specified depth having pre-cast RCC M-40 grade conical piece 0.69m top dia, 1.5m bottom dia, 1.22m total height (0.931m cone height), 125mm wall thickness with inbuilt manhole cover frame on top and circular ring on bottom, required no of pre-cast RCC M-40 grade circular ring of dia 1.5m, height 300/ 225/ 150mm and wall thickness 125mm including concreting PCC M-10 grade (1:4:8) for 150mm thick, 1.7m dia foundation, PCC M20 for 1.6m dia benching and channel portion and up to top level of sewer pipe etc complete with curing compaction and form work, supplying and fixing heavy duty SFRC manhole cover as per IS 12592 (Part I and II) complete in all respect including shuttering, reinforcement steel, testing for water tightness and fixing ferro-cement footsteps complete in all respect (including the cost of manhole cover and frame) as per RUIDP Standard specification and the direction of the Engineer.(Note:- Excavation of earth work and road cutting for manhole will be measured and paid separately)

78 17.52.1 Pre-cast RCC M-40 grade circular manholes 1.22 mtr deep to invert with pre-cast conical piece, 1 no pre-cast circular ring, Cast-in-situ PCC M-10 grade foundation, PCC M15 grade benching and channel portion.

536.00 each manhole

20300.00 10880800.00

79 17.52.2 Providing and fixing pre-cast RCC M-40 grade circular ring of dia 1.5m, height 300/225/150mm for constructing extra depth of manhole for depth beyond 1.22m as per standard drawing and direction of Engineer.

1299.00 Mtr. 4530.00 5884470.00

Page 183 of 206

S.No. Ref. of ISoR


80 32.54.1 Painting with black anti-corrosive bitumastic paint of approved brand and manufacture to give an even shade: Two or more coats on new work.

16738.00 Sqm 52.00 870376.00


4.24 Providing and fixing Barricading at site of work for restricting the general public using 80-100 mm dia Wooden Ballies as vertical post with average spacing of 1.80 metre between two vertical posts, having height at least 1.5 m above road/ ground level and at least 30-45 cm below road/ ground level by making suitable size hole in road/ ground, providing and fixing two rows of 80-100 mm Wooden Ballies as horizontal members with jute russies. Both vertical and horizontal members shall be painted in red and white colour strips as per approved pattern as and when it becomes shabby but at least after every alternate shifting at new location. After shifting/ removal of barricading holes shall be filled up properly and site is to be cleared in all respect. (Note: measurement is to be done in linear basis)

140303.00 Mtr. 77.50 10873482.50


4.23 Providing Barricading for Trenches using 80 - 100 mm dia Wooden Ballies as vertical post, atleast 1.5m above ground level and atleast 30-45 cm below ground level at a spacing of 3 m. Two rows of PVC Tape (preferabley red in colour) strip barricading horizontal strip securely tied by the vertical members. Vertical members shall be painted in red and white colour. Rate is inclusive removal and cleaning of site complete in all respect.

60130.00 Mtr. 66.50 3998645.00


4.28 Providing and Fixing Minimum 0.63mm thick GI corrugated sheets (minimum width of each sheet shall be 60 cm) for covering the barricading in one/ two rows one above another and painting in red and white stripes as per the specifications and directions of the Engineer Incharge with proper fixing arrangements with GI limpet washers nuts and bolts complete in all respect.

72156.00 sqm 101.00 7287756.00


17.59 Providing, fixing and erecting precast RCC (M20) Vent shaft with cowl, 125mm and 225mm internal and external dia respectively at top, 300mm and 450mm internal and external dia at bottom and 9.0m over all length, bottom 1.175m below ground level fixed in the pit 900mmx900mmx1500mm with PCC M15, 250mm in bed and minimum 200mm all around with top 150mm in PCC M15 with 20mm nominal size graded stone aggregate , junction of vent shaft and concrete grouted with cement mortar 1: including making connection with sewer manhole

18.00 each 25500.00 459000.00

Page 184 of 206

S.No. Ref. of ISoR


with 150mm dia NP4 RCC pipe (IS 458-ammended upto date) as required including Type-A bedding complete as per standard design and finished with water proofing cement of approved brand as per standard drawings and/or as directed by Engineer.Note : Only Excavation work will be measured and paid separately


19.4 Providing, lowering, laying in trenches, aligning, fixing in position and jointing Ductile Iron (DI) ISI marked K-7 grade S&S pipes as per IS:8329-2000 (amended upto date), with internal cement mortar lining for potable water with rubber ring (EPDM/SBR) joints as per IS: 5382-1985 (excluding special accessories) complete including all material, labour, hydraulic testing and commissioning as per RUIDP Standard Specifications and as per direction of Engineer.

86 19.4.2 150 mm 100.00 RM 1440.00 144000.00 87 19.4.3 200 mm 100.00 RM 2160.00 216000.00 88 19.4.4 250 mm 50.00 RM 2390.00 119500.00 89 19.4.5 300 mm 50.00 RM 3010.00 150500.00 90 RUIDP

Integrated SoR 2013

17.24 Providing at site, lowering & laying in trenches, aligning & jointing of PVC-U pipes (SN 8) as per IS 15328 (amended up to date) and as per specifications with rubber rings with socket and spigot joint, (EPDM/SBR) for all depths for pipe length as per standard drawing and RUIDP Standard specification including hydraulic field testing and commissioning etc complete as directed by Engineer. Note : E/w to be measured and paid separately.

91 17.24.1 110 mm Nominal Dia 80592.00 metre 262.00 21115104.00 92 17.24.2 160 mm Nominal Dia 8059.00 metre 539.00 4343801.00 93 RUIDP

Integrated SoR 2013

17.57 Providing PVC-U pipes as per IS 15328 drop connection externally for depth from 0.60 m and upto 1.0 m drop from branch sewer line to main sewer manhole or vise versa including inspection and cleaning eye, PVC-U drop pipe and bend encased around with cement concrete M15 with all form work, cutting holes in walls and making good with brick/ stone masonry work in cement sand mortar 1:4 plastered with cement sand mortar 1:3 with stiff cement mortar 1:1 around PVC-U pipe in masonry wall, making required channels complete as per standard design and RUIDP Standard specifications and/ or as the directed of the Engineer:

94 17.57.1 110mm dia 12.00 Each 4840.00 58080.00

Page 185 of 206

S.No. Ref. of ISoR


95 17.57.2 160mm dia 20.00 Each 9080.00 181600.00 96 RUIDP

Integrated SoR 2013

17.58 Extra for additional drop depth of PVC-U pipes as per IS 15328 drop connection beyond 1.0 m complete as per RUIDP Standard specification and the direction of the Engineer. (To be paid for actual depth beyond 1.0 m)

97 17.58.1 110mm dia 24.00 metre 1440.00 34560.00 98 17.58.2 160mm dia 40.00 metre 1910.00 76400.00 99 RUIDP

Integrated SoR 2013

17.8 Dismantling of flexible pavements for sewer line and manholes and disposal of dismantled materials up to a lead of 50 metres, stacking serviceable and unserviceable materials separately as directed by Engineer including allowances for any additional dismantling beyond the standard drawings (measurement for payment to be as per standard drawings), re-handling of material / earth to complete the task.

100 17.8.1 Bituminous courses 3739.00 Cum 1230.00 4598970.00 101 17.8.2 Granular courses 18694.00 Cum 819.00 15310386.00 102 RUIDP

Integrated SoR 2013

2.4.2 Dismantling of existing structures like culverts, bridges, retaining walls and other structure comprising of masonry, cement concrete, wood work, steel work, including T&P and scaffolding wherever necessary, sorting the dismantled material, disposal of unserviceable material and stacking the serviceable material with all lifts and lead of 50 metres as directed by Engineer. Cement Concrete Grade M-15 & M-20 & PCC blocks

120.00 Cum 771.00 92520.00


2.4.4.2 Dismantling of existing structures like culverts, bridges, retaining walls and other structure comprising of masonry, cement concrete, wood work, steel work, including T&P and scaffolding wherever necessary, sorting the dismantled material, disposal of unserviceable material and stacking the serviceable material with all lifts and lead of 50 metres as directed by Engineer. Dismantling of Brick/tile work in cement mortar.

120.00 Cum 249.00 29880.00


17.9 Dismantling of cement concrete pavement for sewer line and manholes by mechanical means using pneumatic tools, breaking to pieces not exceeding 0.02 cum in volume and stock piling at designated locations and disposal of dismantled materials up to a lead of 1000 metres, stacking serviceable and unserviceable materials separately as per MoRT&H specification clause 202 including allowances for any additional dismantling beyond the standard drawings (measurement for

17556.00 Cum 1170.00 20540520.00

Page 186 of 206

S.No. Ref. of ISoR


payment to be as per standard drawings), rehandling of material / earth to complete the task.


1.1.3 Carriage of Materials by mechanical transport including loading, unloading and stacking upto 1km lead: Stone, boulders, gravelly material

40229.00 Cum 53.39 2147826.31


1.1.1 Carriage of Materials by mechanical transport including loading, unloading and stacking upto 1.0 Km Earth.

46127.00 Cum 56.73 2616784.71


7.3.2 Providing, laying and spreading of granular sub-base by providing coarse graded Material (Table 400-2), spreading in uniform layers with motor grader on prepared surface, mixing BY MIX IN PLACE METHOD with rotavator at OMC, and compacting with vibratory roller to achieve the desired density, complete as per MoRT&H specification clause - 401 including all material, labour, machinery, lighting, guarding and maintenance of diversion. Grading - II Material

13875.00 cum 928.00 12876000.00


7.6 Providing, laying, spreading (with paver finisher only) and compacting wet mix macadam (WMM) base course comprising of graded stone aggregate and granular material conforming to MORT&H specifications (Table 400-II) in layers of equal compacted thickness each consolidated, including pre-mixing the material with water at OMC in mechanical mixer (Pug Mill), carriage of mixed material by tippers to site, laying in uniform layers in base course on a well prepared sub-base/ base course and compacting with power vibratory-roller to achieve the desired density complete as per MoRT&H specification clause - 406 including all material, labour,machinery, lighting, guarding and maintenance of diversion.

13875.00 Cum 1300.00 18037500.00


8.1 Providing and applying primer coat over prepared surface of granular base with bitumen emulsion as per IS : 8887 and approved quality @ 0.75 kg/sqm with the help of spray set fitted on bitumen Container (boiler) after cleaning the surface including removing of binding material and other foreign matter with wire brushes and small picks, sweeping with brooms or soft brushes and finally dusting with old gunny bags and compressed air to receive bituminous treatment complete as per clause 502 of MoRT&H specification including all material, labour, machinery, lighting, guarding and maintenance of diversion.

69377.00 SqM 33.75 2341473.75

Page 187 of 206

S.No. Ref. of ISoR



17.13 Providing and applying tack coat on the prepared surface with bitumen emulsion as per IS: 8887 and approved quality @ 0.225 kg/sqm with the help of spray set fitted on bitumen Container (boiler) after cleaning the surface with brooms or soft brushes and finally dusting with old gunny bags and compressed air to receive bituminous treatment complete as per clause 502 of MoRT&H specification including all material, labour, machinery, lighting, guarding under sewer line and manhole work including allowances for any additional road restoration beyond the drawings (measurement for payment to be as per standard drawings) to complete the task.

69377.00 SqM 12.75 884556.75


8.5.2 Providing and laying bituminous macadam in 50/75 mm compacted thickness on prepared surface with specified graded crushed stone aggregates as per Table 500-4, Grading-II for base/ binding course, loading of aggregate with F.E. loader, heating and mixing of stone aggregate and bitumen in computerised hot mix plant, transported to site by tippers to paver, laid over a previously prepared surface with paver finisher fitted with electronic sensing device to the required grade, level and alignment and rolling with power roller and vibratory compactor as per clauses 501.6 and 501.7 to achieve the desired compaction complete as per clause 504 of MoRT&H specification and including all material, labour, machinery, lighting, guarding and maintenance of diversion but excluding cost of primer/ tack coat. With Bitumen VG-grade 30 @ 3.4% (percentage by weight of total mix)

2775.00 Cum 5430.00 15068250.00


8.8.2 Providing and laying 50-75 mm compacted thick design mix (approved by Engineer) Dense Bituminous Macadam on prepared surface with specified graded crushed aggregates as per Table 500- 9, 500-10 with bitumen binder set (including cost of anti-stripping compound wherever required) for base/ binder course including loading of material with F.E. loader, heating and mixing of stone aggregate, filler and bitumen in computerised hot mix plant, transporting the mixed material by tippers to paver and laying with paver finisher fitted with electronic sensor control as per clause 504.3.5 to the required level and grade, compacting by power rollers and vibratory rollers or 150 to 250 KN pneumatic tyred roller with TP = 0.7 Mpa to achieve the desired density (approximately 2.3 tonne/cum) complete as per clause 507 of MoRT&H specification but excluding primer/tack coat, including all material, labour, machinery, lighting, guarding and maintenance of diversion. Grade-II with Bitumen VG-grade 30 @ 4.50 %, lime filler @ 2% (percent by weight of total mix)

694.00 Cum 7130.00 4948220.00

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S.No. Ref. of ISoR



8.9.3 Providing laying and consolidation Semi Dense Bituminous Concrete, as per Design Mix (approved by Engineer), on prepared surface with specified graded crushed aggregates as per table 500- 15 for wearing coarse including loading of material with F.E. loader, hot mixing of stone aggregate, filler and bitumen (including cost of anti-stripping compound wherever required) heating and mixing in in computerised hot mix plant, transporting the mixed material by tippers to paver and laying with paver finisher fitted with electronic sensor control to the required level and grade, compacting by power rollers and vibratory rollers or 150 to 250 KN pneumatic tyred roller with TP = 0.7 Mpa, to achieve the desired density (approximately 2.3 tonne/cum) complete as per clause 508 of MoRT&H specification including all material, labour, machinery, lighting, guarding and maintenance of diversion but excluding primer/tack coat. 25-30 mm compacted thickness (Grade-2) using Bitumen VG-grade 30 @ 5% (percent by weight of total mix).

2081.00 Cum 7710.00 16044510.00


17.11.2 Providing and laying in position cement concrete of specified grade over prepared base course complete including finishing, curing, all material, labour, machinery, lighting, guarding for road restoration under sewer line and manhole work including allowances for any additional road restoration beyond the standard drawings (measurement for payment to be as per standard drawings) to complete the task. : 1:1½:3 (1 Cement: 1½ coarse sand: 3 graded stone aggregate 20 mm nominal size).

16288.00 Cum 5580.00 90887040.00


17.10 Providing and laying in position cement concrete 1:3:6 (1 Cement: 1 graded stone aggregate 20 mm nominal size) in base course complete including all material, labour, machinery, lighting, guarding for road restoration under sewer line and manhole work including allowances for any additional road restoration beyond the standard drawings (measurement for payment to be as per standard drawings) to complete the task.

8144.00 Cum 4330.00 35263520.00


21.1.3 Providing and laying in position cement concrete of specified grade for encasing of pipe excluding the cost of centring and shuttering - All work upto plinth level :1:2:4 (1 cement : 2 coarse sand : 4 graded stone aggregate 20 mm nominal size)

740.00 Cum 4190.00 3100600.00


21.1.6 Providing and laying in position cement concrete of specified grade excluding the cost of centring and shuttering - All work upto plinth level : 1:3:6 (1 Cement : 3 fine/ coarse sand : 6 graded stone aggregate 40 mm nominal size).

100.00 Cum 3480.00 348000.00

Page 189 of 206

S.No. Ref. of ISoR



23.1.2 Providing and laying in position specified grade of reinforced cement concrete excluding the cost of centring, shuttering, finishing and reinforcement - All work upto plinth level : 1:1½:3 (1 cement : 1½ coarse sand : 3 graded stone aggregate 20 mm nominal size)

100.00 Cum 4860.00 486000.00


23.2.2 Reinforced cement concrete work in walls (any thickness), including attached pilasters, buttresses, plinth and string courses, fillets, columns, pillars, piers, abutments, posts and struts etc. upto two stories excluding cost of centring, shuttering, finishing and reinforcement :1:1½:3 (1 cement : 1½ coarse sand : 3 graded stone aggregate 20 mm nominal size)

100.00 Cum 5190.00 519000.00


22.1 Centring and shuttering upto two stories or height upto 7.5 metre above plinth level including strutting, propping etc. and removal of form for :

121 22.1.1 Foundations, footings, bases of columns, etc. for mass concrete. 150.00 Sqm 167.00 25050.00

122 22.1.6 Columns, Pillars, Piers, Abutments, Posts and Struts. 200.00 Sqm 385.00 77000.00 123 RUIDP

Integrated SoR 2013

23.19.4 Reinforcement for R.C.C. work at all levels including straightening, cutting, bending, placing in position and binding all complete. Hot rolled deformed bars

4000.00 Kg 64.50 258000.00


25.1.1 Random rubble masonry with hard stone in foundation and plinth : Cement mortar 1:6 (1 cement : 6 coarse sand)

120.00 cum 2780.00 333600.00


24.5.1 Brick work with bricks of class designation 75 in superstructure above plinth level upto two stories in all shapes and sizes in : Cement mortar 1:4 (1 cement : 4 coarse sand)

120.00 cum 4090.00 490800.00


32.1.1 Cement plastering including T&P, scaffolding, material and complete labour, including cost of water, curing, racking of joints etc. with 12 mm cement plaster of mix: 1:4 (1 cement : 4 fine/ coarse sand)

200.00 Sqm 134.00 26800.00


17.65 Empting of septic tank/ soakage well etc, disposing of sludge within a lead of 5km and taking out sewage including refilling with local earth, ramming and compaction in layers, cleaning of site.

1220.00 each 3380.00 4123600.00

128 RUIDP Integrated

34.12 Providing and fixing G.I. pipes complete with G.I. fittings including trenching and refilling etc. External work :

Page 190 of 206

S.No. Ref. of ISoR


SoR 2013 129 34.12.1 15 mm dia. nominal bore 18900.00 RM 144.00 2721600.00 130 34.12.2 20 mm dia. nominal bore 9500.00 RM 206.00 1957000.00 131 RUIDP

Integrated SoR 2013

19.14 Providing, lowering, laying, aligning, fixing in position at and jointing at all level/ depths ISI marked HDPE pipes of PE-100 grade & PN-6 for potable water as per IS 4984 (amended upto date) in trenches in complete including all material, labour, testing and commissioning as per RUIDP Standard Specifications and as per direction of Engineer.

132 19.14.1 90 mm dia 11700.00 metre 218.00 2550600.00 133 19.14.2 110 mm dia 7800.00 metre 318.00 2480400.00 134 19.14.5 160 mm dia 6300.00 metre 664.00 4183200.00 135 RUIDP

Integrated SoR 2013

19.2 Providing, lowering, laying, aligning, fixing in position at and jointing at all level/ depths HDPE pipe accessories/ fittings of PE-100 grade & PN-6 for potable water as per IS 8360 for fabricated (amended upto date) within pipe line in trenches complete including all material, labour, testing and commissioning as per RUIDP Standard Specifications and as per direction of Engineer.

136 19.15.2 90 degree bend 137 19.15.2.1 90 mm dia 180.00 each 521.00 93780.00 138 19.15.2.2 110 mm dia 80.00 each 568.00 45440.00 139 19.15.2.5 160 mm dia 60.00 each 1250.00 75000.00 140 RUIDP

Integrated SoR 2013

19.17.1 Providing, lowering, laying & jointing MDPE pipes (Class-PE 80) composite pipes for extra length for house service connections as per drawing and specifications complete including all material, labour, testing and commissioning as per RUIDP Standard Specifications and as per direction of Engineer. 20 mm dia service pipe FOR WATER CONNECTION

12700.00 metre 51.00 647700.00


19.30 Providing, lowering, laying, aligning, fixing in position and jointing CI D- joint class-15 as per IS specifications complete of the following sizes including all jointing material, cost of all labour, testing and commissioning as per Technical Specifications and as per direction of Engineer.

142 19.30.1 80 mm dia 1100.00 each 518.00 569800.00

Page 191 of 206

S.No. Ref. of ISoR


143 19.30.2 100 mm dia 600.00 each 583.00 349800.00

144 19.30.4 150 mm dia 370.00 each 810.00 299700.00


19.11.1 Fabrication, supply of flanged/ plain ended MS pipe made from MS sheet strips of relevant IS specification of approved thickness by welding, lowering, laying, aligning, fixing in position at all level/ depths in trenches complete (excluding flanged jointing wherever required) including all material, labour, testing and commissioning along with pipe line as per RUIDP Standard Specifications and as per direction of Engineer. MS pipe upto 600mm dia (with minimum 5mm thickness sheet)

210.00 Kg 157.00 32970.00


17.55.1 Construction of road side inspection chamber of "Type-A" with internal dia 450mm and depth of 900mm with 200 mm thick PCC M10 in foundation, 75mm thick PCC M15 flooring in slop, 230mm thick brick masonry/ RR stone masonry in CM (1:4), 20mm thick inside and outside plastering with CM (1:3), inside plaster finished with neat coat of cement, with "circular 450 mm dia precast RCC manhole cover and frame HD-20" embedded in 200mm thick PCC M20 grade concrete, refilling of Jhiri with watering and ramming including fixing 2 Nos. 110 OD uPVC pipe pieces (stiffness class SN 8) as per IS 15328 and plugging the same etc complete as per approved standard drawing and/or directed by Engineer. With brick masonry wall 230mm thick Note : Only Excavation work will be measured and paid separately. With brick masonry wall 230mm thick With brick masonry wall 230mm thick

1757.00 each 6270.00 11016390.00


5.10.2 Excavation for taking trial pits along pipe/sewer line -Trenches/pits size 1.0mx1.0mx1.5m - for field verification for location/details of utilities, and refilling of excavated trench/pit as per standard engineering practices:

148 5.10.2.1 Area with Cement Concrete Roads 168.00 Sqm 1300.00 218400.00

149 5.10.2.2 Area with Bituminous road Surface 143.00 Sqm 1200.00 171600.00

150 5.10.2.3 Area with metal/unmetal surface 143.00 Sqm 650.00 92950.00

Total Cost of Part-A 732858014.02

Page 192 of 206

S.No. Ref. of ISoR


PART "B" Non SOR Items 1 Non SOR Construction of Shallow Manhole (0.60 to 1.0 m depth) with internal dia

560mm and depth upto 1000mm with 150 mm thick PCC M10 in foundation, 75mm thick PCC M15 flooring in slope 1:12, 230mm thick brick masonry in CM (1:4), 20mm thick inside and outside plastering with CM (1:3), inside plaster finished with neat coat of cement, with 560mm dia manhole frame and SFRC cover with double seal CI Frame embedded in 200mm thick PCC M20 grade concrete, refilling of Jhiri with watering and ramming complete as per approved drawing and/or directed by Engineer. Note : Only Excavation work will be measured and paid separately. With brick masonry wall 230mm thick (At av. Depth 0.6 meter (0.6 m to 1.00m)

1280.00 Nos 9000.00 11520000.00

2 Non SOR Survey for identify the Existing Underground utilities: Field survey using Geo-radar system & Total Station for GIS mapping, collecting of data and plotting the details on digital map of Existing Underground utilities for a width of 15 m including supply of detailed drawings of lanes in appropriate scale & A-2 size in soft copy & Hard copy complete all respect. (a) Water mains: Alignment using appropriate techniques and it’s attributes depth of laying, diametre and material and location of pipe/ appurtenances/ metres. (b) Location of manholes and alignment of sewers. (c) Road levels at every intersections or 50 metres whichever is less. (d) Present condition of available services.

78.00 Km 8000.00 624000.00

3 Non SOR Provision for online monitoring of the blockage of main / outfall sewer strategic locations, chambers with respect to raising of level above specified height above invert level and with installation of integrated GSM modem specified to send messages of manhole over flow to client, operator and master control center.

50.00 Nos 100000.00 5000000.00

Total Cost of Part-B 17144000.00

Total Cost of Part-A + Part-B 750002014.02

Page 193 of 206

S.No. Ref. of ISoR


PART "C" House Service Connection

1 Non SOR House Service connection work inside plot boundary and upto connecting the street sewer chamber outside plot boundary including dismantling, excavation, laying of 110 mm dia pvcU pipes for connecting the kitchen and all toilets of the house, required specials such as gully traps, master trap, masonry / CC chambers with cover, plastering etc complete at turns, with bedding, testing, site clearence complete for following (cost of chamber outside plot boundary not included)

2 Non SOR a) For pipe length upto 5 meter 1845.00 Each 8000.00 14760000.00 3 Non SOR b) For pipe length 5-10 meter 2108.00 Each 8000.00 16864000.00 4 Non SOR c) For pipe length more than 10 meter 1318.00 Each 8000.00 10544000.00

Total Cost of Part-C 42168000.00

Total Cost (Part-A + Part-B + Part-C)

792170014.02

SAY 792170014.00

Page 194 of 206

Cost Estimate (Udaipur Wall City -

Smart City)

Page 195 of 206

S. No. Item description Unit Rate Qty Amount

PART-A REHABILITATION OF EXISTING SEWER LINE BY PIPE BRUSTING/ CIPP (CURED INPLACED PIPE) TECHNOLOGY AT UDAIPUR WALLED CITY

1 Rehabilitation, replacement and commissioning of existing sewer network in walled city udaipur by Pipe bursting/CIPP technology, including Installation of adequate number of pumping system to bypass the sewage, Leak proof arrangement on upstream and down steam side of working length by providing and laying temporary rising mains, desilting of existing sewer line including safe disposal of silt with in territory of JMC as direct by engineer in charge .Pre and post CCTV survey with pan and tilted colour camera shall be done. Designing and manufacture of rehabilitation technology and materials for proposed pipe that to be installed, dewatering, washing with clear water/suitable chemical, preparation of surface including dismantling of plaster, etc and repair of joints of pipes wherever necessary.

Grouting with filling material, jointing material, resin material or any other suitable material including testing etc, maintain the proper gradient, grouting with adequate injection pressure including repair/plastering/rising the burried manholes and construction of additional manholes along with P/F PVC foot rests and AA class loading SFRC manhole cover and frames and as per relevant IS specification inclusive of supply of material, labour, Tools& plant, temporary power connection with stand by generator sets of required capacity, gas detector, reinstatement of road as original condition, forced air ventilators,etc & provision of safety equipment, traffic control arrangement , proper lighting at night, barricading display of signboard, insurance of workmen and cleaning of site including disposal of surplus earth/malba within municipal limits, replacement / making of existing/new property connection etc complete, including removal of all hindrance/obstruction, unforeseen items, permission from other department as directed by engineer in charge. including identification and restoration of all types existing utilities as per the concerned department norms and as per the direction of engineer in charge, wherever the benching is removed from the manhole for the

Page 196 of 206

S. No. Item description Unit Rate Qty Amount installation of proposed rehabilitation of sewer pipe the concreting and new benching shall be provided. The RCC work shall be done with 1: 1.5: 3 ratio of cement graded stone aggregate. Necessary cement plastering of the manhole chambers shall be done with 20 mm thick plaster in CM. 1:1 wherever it is required. The C.I./PVC Sheathed footsteps provided in the manhole shall be changed wherever required & if not in existence then new foot rest shall be provided, During execution if the manhole frame / cover is damaged the same shall be replaced .

hindrance/obstruction, unforeseen items, permission from other department as directed by engineer in charge. including identification and restoration of all types existing utilities as per the concerned department norms and as per the direction of engineer in charge, wherever the benching is removed from the manhole for the installation of proposed rehabilitation of sewer pipe the concreting and new benching shall be provided. During execution if the manhole frame / cover is damaged the same shall be replaced, all manholes in the alignment of rehabilitation work shall replaced/repair as per direction of EIC . All above mentioned rehabilitation work shall be done as per relevant IS/BIS/international standards/ ASTM Standard/ WRC's SRM.

i Sewer dia. up size to 200 mm dia. Mt. 20000 42756 855120000 ii Sewer dia. up size to 250 mm dia. Sewer Mt. 22000 2203 48466000 iii Sewer dia. up size to 300 mm dia. Sewer Mt. 24200 552 13358400

PART-B PROVIDING AND LAYING NEW SEWER LINE BY TRENCHLESS TECHNOLOGY AT UDAIPUR WALLED CITY

Page 197 of 206

S. No. Item description Unit Rate Qty Amount

17.69,RUIDP SOR-2013

Providing and laying RCC NP4 pipe jointing with cement mortar joints by trenchless method adopting any suitable technology below ground at required depth including carrying out survey work at the job site for determining underground cable trenches like telephone, power cable, water & sanitary lines and resistivity tests for finding the soil strata using necessary equipments for completion of work, mobilizing of machineries and specialized crew at the job site, etc. complete in all respects, including excavation of drive pit and exit pit upto 3 metre depth with proper protection at the three sides, providing and casting of MS cutting edges for front shield and constructing thrust bed at designed level as directed by the Engineer, crane for handling of pipes, and any other machinery, tool & tackles required, complete in all respect as per specification and the direction of the Engineer.

i 200 mm internal diameter Mt. 7,140 34772 248272080 ii 250 mm internal diameter Mt. 7,340 41 300940 iii 300 mm internal diameter Mt. 10,600 910 9646000 iv 400 mm internal diameter Mt. 13,700 917 12562900 v 500 mm internal diameter Mt. 17,100 1155 19750500

17.7

Extra for excavation of driven pit/ exit pit / intermediate pit beyond 3 metre depth, required for pushing/ pulling of MS/HDPE/RCC pipe in trenchless technology, with proper protection at three sides with shoring sheets/ wooden planks and ISMB's, maintaining during pushing/ puling of pipe, back filling, necessary de-watering including all machinery, tools, and tackles required as per specification and the direction of the Engineer

17.70.2 in rock per pit per mtr

48,400 1897 91831740

17.68

Providing, jointing, laying, testing and commissioning of HDPE PE- 100/PN-6 (suitable for pulling method for jointing) pipes for sewer line as per IS-14743:1996 by trenchless method adopting any suitable technology below ground at required depth including carriage etc. complete in all respect, construction of thrust pit and receiving pit of required size upto 3

Page 198 of 206

S. No. Item description Unit Rate Qty Amount metre depth and soil investigation, making suitable arrangement for barricading of pits, traffic diversion, lights, traffic permission from relevant authority (though department will assist in getting the permission), refilling of pits in compacted layers of 150 mm including disposal of surplus material with all lift and lead upto 50 metre as per specification and the direction of the Engineer.

17.68.1.7 800 mm dia HDPE pipe meter 42,500 152 6460000 PART-C Precast Manholes & Property Connections

17.50 Providing, fixing and constructing of pre-cast RCC M-40 grade circular manholes with internal dia 1.0m and up to specified depth having pre-cast RCC M-40 grade conical piece 0.69m top dia, 1.0m bottom dia, 0.72m total height (0.431m cone height), 125mm wall thickness with inbuilt manhole cover frame on top and circular ring on bottom, required no of pre-cast RCC M-40 grade circular ring of dia 1.0m, height 300/ 225/ 150mm and wall thickness 125mm including concreting PCC M-10 grade (1:4:8) for 150mm thick, 1.2m dia foundation, PCC M20 for 1.1m dia benching and channel portion and up to top level of sewer pipe etc complete with curing compaction and form work, supplying and fixing heavy duty SFRC manhole cover as per IS 12592 (Part I and II) complete in all respect including shuttering, reinforcement steel, testing for water tightness and fixing ferro-cement footsteps complete in all respect (including the cost of manhole cover and frame) as per RUIDP Standard specification and the direction of the Engineer. (Note:- Excavation of earth work and road cutting for manhole will be measured and paid separately

17.50.1 Pre-cast RCC M-40 grade circular manholes 0.72 m deep to invert with pre-cast conical piece, 1 no pre-cast circular ring, Cast-in-situ PCC M-10 grade foundation, PCC M15 grade benching and channel portion

each manhole

12500.00 4341.00 54262500.00

17.50.2 Providing and fixing pre-cast RCC M-40 grade circular ring of dia 1.5m, height 300/225/150mm for constructing extra depth of manhole for depth beyond 0.72m as per drawing and direction of Engineer.

Mtr. 3580.00 3047.21 10909011.80

Page 199 of 206

S. No. Item description Unit Rate Qty Amount 17.51 Providing, fixing and constructing of pre-cast RCC M-40 grade circular

manholes with internal dia 1.20m and up to specified depth having pre-cast RCC M-40 grade conical piece 0.69m top dia, 1.2m bottom dia, 0.92m total height (0.631m cone height), 125mm wall thickness with inbuilt manhole cover frame on top and circular ring on bottom, required no of pre-cast RCC M-40 grade circular ring of dia 1.2m, height 300/ 225/ 150mm and wall thickness 125mm including concreting PCC M-10 grade (1:4:8) for 150mm thick, 1.4m dia foundation, PCC M20 for 1.3m dia benching and channel portion and up to top level of sewer pipe etc complete with curing compaction and form work, supplying and fixing heavy duty SFRC manhole cover as per IS 12592 (Part I and II) complete in all respect including shuttering, reinforcement steel, testing for water tightness and fixing ferro-cement footsteps complete in all respect (including the cost of manhole cover and frame) as per RUIDP Standard specification and the direction of the Engineer. (Note:- Excavation of earth work and road cutting for manhole will be measured and paid separately)

17.51.1 Pre-cast RCC M-40 grade circular manholes 0.92 mtr deep to invert with pre-cast conical piece, 1 no pre-cast circular ring, Cast-in-situ PCC M-10 grade foundation, PCC M15 grade benching and channel portion

each manhole

15400.00 1018.00 15677200.00

17.51.2 Providing and fixing pre-cast RCC M-40 grade circular ring of dia 1.2m, height 300/225/150mm for constructing extra depth of manhole for depth beyond 0.92m as per standard drawing and direction of Engineer.

Mtr. 3870.00 1111.76 4302511.20

17.52 Providing, fixing and constructing of pre-cast RCC M-40 grade circular manholes with internal dia 1.50m and up to specified depth having pre-cast RCC M-40 grade conical piece 0.69m top dia, 1.5m bottom dia, 1.22m total height (0.931m cone height), 125mm wall thickness with inbuilt manhole cover frame on top and circular ring on bottom, required no of pre-cast RCC M-40 grade circular ring of dia 1.5m, height 300/ 225/ 150mm and wall thickness 125mm including concreting PCC M-10 grade (1:4:8) for 150mm thick, 1.7m dia foundation, PCC M20 for 1.6m dia benching and channel portion and up to top level of sewer pipe etc complete with curing

Page 200 of 206

S. No. Item description Unit Rate Qty Amount compaction and form work, supplying and fixing heavy duty SFRC manhole cover as per IS 12592 (Part I and II) complete in all respect including shuttering, reinforcement steel, testing for water tightness and fixing ferro-cement footsteps complete in all respect (including the cost of manhole cover and frame) as per RUIDP Standard specification and the direction of the Engineer.(Note:- Excavation of earth work and road cutting for manhole will be measured and paid separately)

17.52.1 Pre-cast RCC M-40 grade circular manholes 1.22 mtr deep to invert with pre-cast conical piece, 1 no pre-cast circular ring, Cast-in-situ PCC M-10 grade foundation, PCC M15 grade benching and channel portion.

each manhole

20300.00 215.00 4364500.00

17.52.2 Providing and fixing pre-cast RCC M-40 grade circular ring of dia 1.5m, height 300/225/150mm for constructing extra depth of manhole for depth beyond 1.22m as per standard drawing and direction of Engineer.

Mtr. 4530.00 446.55 2022871.50

17.24 Providing at site, lowering & laying in trenches, aligning & jointing of PVC-U pipes (SN 8) as per IS 15328 (amended up to date) and as per specifications with rubber rings with socket and spigot joint, (EPDM/SBR) for all depths for pipe length as per standard drawing and RUIDP Standard specification including hydraulic field testing and commissioning etc complete as directed by Engineer. Note : E/w to be measured and paid separately.

17.24.1 110 mm Nominal Dia metre 262.00 89152.00 23357824.00 17.24.2 160 mm Nominal Dia metre 539.00 8915.00 4805185.00 17.55.1 Construction of road side inspection chamber of "Type-A" with internal dia

450mm and depth of 900mm with 200 mm thick PCC M10 in foundation, 75mm thick PCC M15 flooring in slop, 230mm thick brick masonry/ RR stone masonry in CM (1:4), 20mm thick inside and outside plastering with CM (1:3), inside plaster finished with neat coat of cement, with "circular 450 mm dia precast RCC manhole cover and frame HD-20" embedded in 200mm thick PCC M20 grade concrete, refilling of Jhiri with watering and ramming including fixing 2 Nos. 110 OD uPVC pipe pieces (stiffness class SN 8) as per IS 15328 and plugging the same etc complete as per approved standard drawing and/or directed by Engineer. With brick

each 6270.00 6434.00 40341180.00

Page 201 of 206

S. No. Item description Unit Rate Qty Amount masonry wall 230mm thick Note : Only Excavation work will be measured and paid separately. With brick masonry wall 230mm thick With brick masonry wall 230mm thick

PART-D REHABILITATION OF EXISTING SEWER LINE BY CONFINED SPACE EXCAVATION TECHNOLOGY AT UDAIPUR WALLED CITY

3 Providing, laying, jointing, testing and commissioning of sewer system including associated works by Confined space excavation, After desilting & sewer cleaning during the CCTV survey, where the sewer is settled or the deflection / deformation is more or size . This shall be limited to the immediate area required to safely remove the section of affected sewer, using sheet piling and dewatering if required. The entire length of this section shall be replaced from manhole to manhole, including the exposed area where the affected pipe shall be moved and the pipe shall be installed. In this way, The backfilling and surface reinstatement can then be completed in the normal manner. Marking the area where confined space excavation and there sheet piling / other approved methods to the required depth .Mechanical excavator for excavating the soil shall be used as per requirement. Settled / damaged existing sewer pipeline shall be removed. Necessary bedding shall be prepared for laying the HDPE Pipes (PE 80/100 grade with suitable pipe thickness as per site design conditions and will comply relevant IS/BIS/international standards/ ASTM Standard/ WRC's SRM technical specification and as per engineer in charge). If any road laying is required, it shall be done as per the requirement. confined space excavation shall be done as per scope of work mentioned in tender and as per direction of EIC.

i Sewer dia. up to 500 mm dia. Mt. 17500 1400 24500000

Total of Part - A+B+C+D 1490311344

PART-E PART "E" House Service Connection

3 House Service connection work inside plot boundary and up to connecting

Page 202 of 206

S. No. Item description Unit Rate Qty Amount the street sewer chamber outside plot boundary including dismantling, excavation, laying of 110 mm dia pvcU pipes for connecting the kitchen and all toilets of the house, required specials such as gully traps, master trap, masonry / CC chambers with cover, plastering etc complete at turns, with bedding, testing, site clearance complete for following (cost of chamber outside plot boundary not included)

i a) For pipe length upto 5 meter Each 8000 6756 54048000

ii b) For pipe length 5-10 meter Each 8000 7721 61768000

iii c) For pipe length more than 10 meter Each 8000 4826 38608000

Total of Part-E 154424000

Grand Total Amount 1644735344

Page 203 of 206

Cost Estimate of STPS (HAM)

Page 204 of 206

S. No. Particular Amount (In Lacs)

1 Design, Construction, supply installation, testing and

commissioning of STP including Civil, Mechanical, Electrical and

Instrumentation Works & associated works.

i 25.0 MLD Capacity of STP-1 near Kaladwas Village in premises

of existing 20.0 MLD STP.

5000.00

ii 5.0 MLD Capacity of STP-2 near Karjali on bank of Ayad River 1000.00

iii 10.0 MLD Capacity of STP-3 near FCI Godam 2000.00

Basic Cost 8000.00

Page 205 of 206

Documents

Government of Rajasthan UDAIPUR MUNICIPAL CORPORATION · Government of Rajasthan UDAIPUR MUNICIPAL CORPORATION DETAILED PROJECT REPORT FOR SEWERAGE WORK UNDER AMRUT PHASE II & OF