Acronyms & Abbreviations - NMCG

i

Detail Project Report NGRBA Sewerage Project, Hajipur (Bihar)

AAAA

AUWSP : Accelerated Urban Water Supply Programme

ASP : Activated Sludge Process

BBBB

BOD : Biochemical Oxygen Demand

BUDA : Bihar Urban Development Authority

BUIDCO : Bihar Urban Infrastructure Development Corporation

CCCC

CDP : City Development Plan

CPHEEO : Central Public Health and Environment Engineering Organization

CWR : Clear Water Reservoir

CSP : City Sanitation Plan

DDDD

DPR : Detail Project Report

GGGG

GAP : Ganga Action Plan

GIS : Geographical Information System

GoI : Government of India

GoB : Government of Bihar

Sewerage Project,

Hajipur Acronyms & Abbreviations

ii


KKKK

kW : Kilo Watt

kWH : Kilo Watt Hour

LLLL

Lac Lit : Lac Liters

LPCD : Liters Per Capita Per Day

MMMM

MLD : Million Liters per Day

Ml : Million Liter

M : Meter

mm : Millimeter

NNNN

NGRBA : National Ganga River Basin Authority

NRCD : National River Conservation Directorate

NRCP : National River Conservation Programme

OOOO

O&M : Operation & Maintenance

OHSR : Overhead Service Reservoir

P

PHED : Public Health Engineering Department

PPP : Public Private Partnership

Q

iii


QA&QC : Quality assurance & quality control

S

SLNA : State Level Nodal Agency

SPS : Sewage Pumping Station

STP : Sewage Treatment Plant

SBR : Sequential Batch Reactor

U

UD&HD Urban Development & Housing Department

ULB : Urban Local Body/Bodies

W

WSP : Waste Stabilisation Pond

iv


SEWERAGE PROJECT, HAJIPUR

UNDER

NGRBA

(NATIONAL GANGA RIVER BASIN AUTHORITY)

VOLUME I : MAIN REPORT

Chapter No Particulars

C-1 Project Background

C-2 Project Town

C-3 Design Criteria

C-4 Existing Infrastructure

C-5 Population projection

C-6 Proposed Sewerage System

C-7 Wastewater Treatment Process

C-8 Treatment Plant Design

C-9 Project Cost

C-10 Funding & Implementation

C-11 Operation & Maintenance

C-12 IEC Activities & Capacity Building

v



UNDER

NGRBA


VOLUME II : ANNEXURES

ANNEXURE

Annexure No Particulars

A-1 General Standards for discharge of environmental

pollutants

A-2 Population projections

A-3 Hydraulic Design of Sewer network

A-4 Design of Sewage Treatment Plant

A-5 Design of Pumping Main

A-6 Design of Wet well & Pumping Stations

A-7 Structural Design of Sewers

A-8 General Abstract of Cost

A-9 Cost Estimates & Rate Analysis

A-10 Income & Expenditure Statement of Hajipur ULB

A – 11 Operation & Maintenance Cost

A - 12 Minutes of 1st meeting of ESC of NGRBA dated 05-02-

2010

A – 13 NRCD - Revised Guideline for preparation of DPRs for

conservation of Rivers & Lakes

vi



UNDER

NGRBA


VOLUME III : DRAWINGS

DRAWINGS

SN Drawing No Particulars

1 BR/NGRBA/SWG/HAJIPUR/01 Map and State of Bihar showing Hajipur

District

2 BR/ NGRBA /SWG/HAJIPUR/02 Town Map of Hajipur

3 BR/ NGRBA /SWG/HAJIPUR/03 Town map showing wards & ward wise

population

4 BR/ NGRBA /SWG/HAJIPUR/04 Comprehensive sewerage proposals

5 BR/ NGRBA /SWG/HAJIPUR/05 Town map showing sewer network

6 BR/ NGRBA /SWG/HAJIPUR/06 Typical sewer trench

7 BR/ NGRBA /SWG/HAJIPUR/07 Details of pipe bedding

8 BR/ NGRBA /SWG/HAJIPUR/08 Typical brick manhole Type ‘A’

9 BR/ NGRBA /SWG/HAJIPUR/09 Typical brick manhole Type ‘B’

10 BR/ NGRBA /SWG/HAJIPUR/10 Typical brick manhole Type ‘C’

11 BR/ NGRBA /SWG/HAJIPUR/11 Typical brick manhole Type ‘D’

12 BR/ NGRBA /SWG/HAJIPUR/12 Typical RCC manhole type E & F

13 BR/ NGRBA /SWG/HAJIPUR/13 Typical drop manhole

14 BR/ NGRBA /SWG/HAJIPUR/14 Typical Vent shaft arrangement

15 BR/ NGRBA /SWG/HAJIPUR/15 Typical house sewer connection

vii


SN Drawing No Particulars

16 BR/ NGRBA /SWG/HAJIPUR/16 STP layout plan

17 BR/ NGRBA /SWG/HAJIPUR/17 Pumping Station

viii


Sewerage Project,

Hajipur Table of Contents

Abbreviation i – iii

Combined Contents iv - vii

Table of Contents viii - xiii

Executive Summary xiv – xviii

Salient Features xix - xxii

CHAPTER 1. PROJECT BACKGROUND 1

1.1. PROJECT BACKGROUND 1

1.2. ESC APPROVAL 2

1.3. RIVERS 3

1.4. RIVER GANGES 4

1.5. RIVER POLLUTION 5

1.6. NGRBA 6

1.6.1. KEY FEATURES OF THE NEW APPROACH OF NGRBA 6

1.6.2. KEY FUNCTIONS OF THE NGRBA 6

1.6.3. ‘PREPARATORY STEPS’ AFTER SETTING UP NATIONAL GANGA RIVER BASIN AUTHORITY 7

1.7. DOCUMENT ORGANIZATION 9

CHAPTER 2. THE PROJECT TOWN 12

2.1. INTRODUCTION 12

2.2. THE STATE 12

2.3. THE DISTRICT 18

2.4. HISTORY 18

2.5. LOCATION 22

2.6. DEMOGRAPHY 22

2.7. CONNECTIVITY 23

2.8. FACILITIES 23

2.9. TOURIST LOCATIONS 25

CHAPTER 3. DESIGN CRITERIA 29

3.1. THE MANUAL OF SEWERAGE AND SEWAGE TREATMENT (SECOND EDITION) 29

3.2. DESIGN PERIOD 29

ix


3.3. GROUND WATER INFILTRATION 31

3.4. FLOW FORMULAE 31

3.5. VARIATION IN FLOW 32

3.6. PIPE MATERIAL 32

3.6.1. PRECAST CONCRETE (PC) PIPES: 32

3.6.2. VITRIFIED CLAY PIPES: 33

3.6.3. PLASTIC PIPES: 34

3.6.4. DI PIPES 34

3.7. THE STRUCTURAL DESIGN OF SEWERS 35

3.8. MINIMUM AND MAXIMUM SEWER PIPE SIZES 35

3.8.1. MINIMUM SEWER SIZES 35

3.8.2. MAXIMUM SIZES OF SEWERS 36

3.9. NORMAL MINIMUM DEPTHS FOR SEWERS 36

3.10. MANHOLE DESIGN AND SPACING 37

3.10.1. MANHOLE DESIGN 37

3.10.2. MANHOLE SPACING 38

3.11. FLOW CAPACITY OF SEWERS 39

3.12. SEWAGE SEPTICITY & VENTILATION 39

3.13. SEWAGE PUMPING STATIONS AND PUMPING MAINS 40

3.13.1. GENERAL 40

3.13.2. RECOMMENDATIONS 40

3.13.3. PUMPING MAINS 41

3.14. SEWER CROSSINGS 42

CHAPTER 4. EXISTING INFRASTRUCTURE 43

4.1. EXISTING WATER SUPPLY 43

4.1.1. EXISTING ARRANGEMENTS 43

4.2. EXISTING STORM WATER DRAINAGE FACILITIES 44

4.2.1. RIVER GANDAK 44

4.2.2. EXISTING DRAINS 45

4.3. EXISTING SEWERAGE SYSTEM 46

4.3.1. SANITATION METHODS 46

4.3.2. COMMUNITY TOILETS 47

4.3.3. NEED OF THE PROJECT 47

CHAPTER 5. POPULATION PROJECTION 49

5.1. HISTORICAL TREND 49

5.2. CENSUS 2001 52

5.3. POPULATION PROJECTIONS METHODOLOGY 54

5.4. POPULATION PROJECTION 55

5.5. MICRO LEVEL POPULATION PROJECTION 57

x


CHAPTER 6. PROPOSED SEWERAGE SYSTEM 59


6.2. PROPOSED SEWERAGE ZONES 59

6.3. PROPOSED NETWORK LAYOUT 61

6.4. DESIGN OF SEWERAGE NETWORK 62

6.5. STRUCTURAL DESIGN OF SEWER PIPES 64

6.5.1. LOAD PRODUCING FORCES 64

6.5.2. SUPPORTING STRENGTH OF RIGID CONDUIT 65

6.5.3. LOAD FACTORS FOR DIFFERENT CLASSES OF BEDDING 66

6.5.4. TECHNO-ECONOMIC ANALYSIS 66

CHAPTER 7. WASTEWATER TREATMENT PROCESS 68

7.1. GENERAL 68

7.2. SEWAGE CHARACTERISTICS 68

7.2.1. IMPORTANT PARAMETERS 69

7.2.1.1. pH value 69

7.2.1.2. Solids 69

7.2.1.3. Nutrients 69

7.2.1.4. Biochemical Oxygen Demand (BOD) 70

7.2.1.5. Chemical Oxygen Demand (COD) 70

7.2.2. EXISTING WATER/WASTEWATER CHEMICAL ANALYSIS 70

7.2.2.1. Drinking Water Characteristics 71

7.2.2.2. Wastewater characteristics 71

7.2.3. ADOPTED INFLUENT QUALITY 72

7.2.4. EFFLUENT STANDARDS 73

7.3. TREATMENT PROCESSES 74

7.4. SELECTION OF TREATMENT PROCESS 74

7.4.1. STABILIZATION PONDS 74

7.4.1.1. Aerobic ponds 75

7.4.1.2. Anaerobic ponds 75

7.4.1.3. Facultative Ponds 75

7.4.1.4. Disadvantages 76

7.4.2. AERATED LAGOONS 76

7.4.2.1. Aerobic Lagoons 76

7.4.2.2. Facultative Aerated Lagoons 77

7.4.3. UPFLOW ANAEROBIC FILTER PROCESS (UASB) 78

7.4.4. ACTIVATED SLUDGE PROCESS 79

7.4.5. CYCLIC ACTIVATED SLUDGE PROCESS/SEQUENTIAL BATCH REACTOR (CASP/SBR) 81

7.4.6. CONCLUSION 85

CHAPTER 8. TREATMENT PLANT DESIGN 88

xi


8.1. GENERAL DESCRIPTION 88

8.1.1. RECEIVING OF RAW SEWAGE (INLET CHAMBER) 88

8.1.2. COARSE AND FINE SCREENING 88

8.1.3. RAW SEWAGE PUMPING AREA 89

8.1.4. FINE SCREENING CHANNELS 89

8.1.5. DE-GRITTING 89

8.1.6. FLOW MEASUREMENT 90

8.1.7. SBR / CYCLIC ACTIVATED SLUDGE PROCESS 90

8.1.8. CHLORINATION SYSTEM 90

8.1.9. SLUDGE HANDLING SYSTEM 90

8.2. TREATMENT PLANT CAPACITY 91

8.3. STP UNITS 91

8.3.1. RECEIVING CHAMBER 92

8.3.2. COARSE SCREEN CHANNELS 93

8.3.3. RAW SEWAGE PUMPING 94

8.3.3.1. Sump and Pumps 94

8.3.4. MECHANICAL FINE SCREEN AND CONVEYOR 96

8.3.5. GRIT REMOVAL UNIT 97

8.3.6. FLOW MEASUREMENT 98

8.3.7. DIVISION BOX 98

8.3.8. CYCLIC ACTIVATED SLUDGE PROCESS / SBR PROCESS WITH DIFFUSERS AND AIR BLOWERS 98

8.3.8.1. Process Design 99

8.3.8.2. Decanting Device 99

8.3.8.3. Aeration System 100

8.3.8.4. Return Sludge and Excess Sludge Pumps 101

8.3.8.5. Automation and Control 103

8.3.9. SLUDGE HANDLING SYSTEM 103

8.3.9.1. 10.1 Sludge Sump and Pump House 104

8.3.9.2. Sludge Transfer Pumps and Mixing Blowers 104

8.3.9.3. Mechanical Dewatering Unit: 105

8.3.9.4. Polyelectrolyte Dosing: 107

8.3.10. DISINFECTION SYSTEM 107

8.3.10.1. Chlorination Tank: 107

8.3.10.2. Chlorination System: 107

8.3.11. DISPOSAL PIPE/CHANNEL 108

8.3.12. SBR AIR BLOWER CUM ADMINISTRATIVE CUM MCC & CONTROL BUILDING 108

8.4. PROPOSED DISPOSAL METHOD 109

8.5. ANCILLARY FACILITIES 109

8.5.1. SECURITY ROOM 109

8.5.2. PMCC ROOM 109

8.5.3. CONTROL ROOM 109

8.5.4. REST ROOM 109

8.5.5. WORKSHOP CUM STORE 109

8.5.6. OPEN STORE YARD 110

8.5.7. COVERED VEHICLE PARK 110

xii


8.5.8. LANDSCAPING 110

CHAPTER 9. PROJECT COST 111

9.1. SOURCES 111

9.2. SEWERS 112

9.3. MANHOLE 112

9.4. PUMPING STATIONS 113

9.5. TREATMENT PLANT 113

9.6. SEWERS IN NARROW LANES 113

9.7. OTHER ITEMS 113

9.8. ABSTRACT OF COSTS 114

CHAPTER 10. FUNDING & IMPLEMENTATION 115

10.1. IMPLEMENTING AGENCY 115

10.2. AGENCY RESPONSIBLE FOR OPERATION & MAINTENANCES 115

10.3. IMPLEMENTATION PLAN 116

10.4. IMPLEMENTATION PERIOD 117

10.5. PACKAGING 117

10.6. IMPLEMENTATION SCHEDULE 117

10.7. FUNDING PATTERN 117

CHAPTER 11. OPERATION & MAINTENANCE 120


11.1.1. CORRECTIVE MAINTENANCE 120

11.1.2. PREVENTIVE MAINTENANCE 121

11.1.3. PREDICTIVE MAINTENANCE 121

11.1.4. FLUSHING PLAN 122

11.2. BENEFITS 123

11.3. TECHNICAL & MANAGERIAL CAPACITY 123

11.4. OUTSOURCING : 124

11.5. SEWERAGE O&M MANAGEMENT PLAN 124

11.6. O&M COSTS 126

11.6.1. PROVISION FOR SEWERAGE CHARGES IN BIHAR MUNICIPAL ACT, 2007 126

11.6.2. MODALITIES FOR SELF SUSTAINING SYSTEM 127

11.6.3. SUSTAINABILITY 128

11.7. MUNICIPAL COUNCIL HAJIPUR 130

11.7.1. BACKGROUND 130

11.7.2. ADMINISTRATIVE SETUP 130

11.7.3. TOOLS & PLANTS 132

11.7.4. INCOMES & EXPENDITURES 133

11.7.5. POWER OF MUNICIPALITIES FOR SEWERAGE CONNECTION 135

xiii


11.8. SPECIFIC O&M REQUIREMENTS 136

11.9. O&M EQUIPMENT 137

CHAPTER 12. IEC ACTIVITIES & CAPACITY BUILDING 138

12.1. COMMUNICATION STRATEGY 138

12.2. PRINT MEDIA 139

12.3. ELECTRONIC MEDIA 140

12.4. CAPACITY BUILDING 140

12.5. COMMUNITY PARTICIPATION UNITS 143


xiv

Sewerage Project,

Hajipur Executive Summary

With growing urbanization and emergence of urban areas as growth

centers combined with improved living standards, piped water supply with

improving service levels has become integral part of basic civic amenity.

Safe disposal of human excreta & wastewater is also necessary for health

reasons. The options available for disposal of excreta are either on-site or

off-site sewerage system. On site sanitation system, prevailing till date, in

most of the towns, are individualistic system with inherent problems for

collection & disposal of sludge & risks of contamination of ground water.

Water carriage sewerage system, more or less, has come to be universally

adopted for disposal of excreta.

Hajipur Town is the district head quarter of Vaisali District in State of Bihar.

The town is situated on the banks of river Gandak and is just 10 kms from

River Ganga. The topography of the town is that of a flat plain area. The

mean annual rainfall is 1203 mm mostly confined to monsoon season and

with maximum temperature during summer between 41.7oC and minimum

temperature of 5.6oC during winter season.

As per 2001 census, the project town had a population of 119,412 souls.

Project facilities are proposed to be designed for future requirements of

year 2041. An elaborate exercise has been carried out for population

projection at both macro & micro level using number of statistical

methods & tools. The designed population for year 2041 comes out to be

305,494. The results of population projection for different years are as

follows:

S.No Census Year

Population

1 2001 119412

2 2008 142188

3 2011 152979

4 2021 194122

5 2026 217992

6 2031 244337

7 2041 305494


xv

Town Hajipur has no comprehensive sewerage system. The human excreta

is disposed of using on site sanitation methods. Open defection is also not

uncommon. Spent water from kitchen & bath rooms is let into surface

drains which lead to local depressions. Septic effluent from septic tanks is

also let into the surface drains.

The proposed project aims effective abatement of pollution of river

Ganga by provide a comprehensive wastewater collection, treatment &

disposal system using laterals, branches and trunk mains including sewage

treatment plant.

The project is proposed to be implemented under National Ganga River

Basin Authority (NGRBA), a programme launched by Government of India

with the objectives of pollution abatement and to improve water quality

of Ganga River. Under the project, Sewerage system is being proposed to

ascertain that no wastewater will be discharges in Gandak river (a

tributary of River Ganga) untreated.

The provisions, as recommended by Manual of Sewerage and Sewage

Treatment, published by Central Public Health and Environmental

Engineering Organisation (CPHEEO), of Government of India and revised

guidelines for preparation of DPRs by NRCD are largely adopted for design

of sewerage system for this project.

The most of the town is proposed to discharge at single location on its

eastern side in a canal on the northern side of Industrial area. Two

pumping stations are proposed to restrict the depth of excavation to 8.0

mtr in general.

It is proposed to use Reinforced Cement Concrete non pressure circular

pipes for sewers suitably supported with bedding, depending on structural

requirements. A minimum size of 150 mm is adopted as per

recommendations of CPHEEO Manual. Manhole are proposed to be

provided at 30 mtr or more spacing as per prevalent practice &

specifications. The summary of sewer lengths for the town is as below:

Diameter

(mm)

Length of

Sewers (m)

150 21078.2

160 20164.0

200 135122.2

250 3367.4

300 2280.2

350 4714.6


xvi

Diameter

(mm)

Length of

Sewers (m)

400 2807.7

450 13.2

500 1541.9

600 1881.5

700 1848.9

800 768.5

1000 697.3

1200 2129.2

Total 198414.8

A number of available technologies including conventional system like

Attached and Suspended growth aerobic systems, Anaerobic systems ,

oxidation ditch, UASB, Sequential Batch Reactor and unconventional

systems like Reed beds or Constructed wetlands, Soil application methods

and Waste Stabilization ponds are reviewed. The review of available

technologies is made with the consideration to the local climate, Land

availability, power requirements and treatment levels. A sewage

treatment system, based on Sequential Batch Reactor Process finds favor

owing to discharge standards requirement of 30 mg/l BOD and less land

requirement. It is increasing difficult to find adequate land in urban towns.

The proposed system includes Primary treatment in form of Coarse & Fine

Screens, Grit Chamber, SBR Tanks, Centrifuge and Chlorination Contact

Tank.

The intended treatment levels are to conform to the effluent standards for

application on land as per The Environment Protection Act, 1986. The

effluent is proposed to be discharged in River Ganga. The effluent

standards for inland surface water discharge includes 5 day BOD at 200C

as 30 mg/l and suspended solids of 100 mg/l.

A sewage treatment plant based on Sequential Batch Reactor

technology is proposed to be constructed of capacity 22 mld.

The costs for sewerage collection system with all ancillary works comes to

be Rs 92.12 Crores and that of Rs 21.72 Crores for Sewage Treatment plant

& SCADA. The total cost of the project will be Rs 113.84 Crore.

Benefits for the implementation of this project could only be achieved with

parallel improvements in other related fields. A number of other

interventions will be required for reaping full benefits of this project and to


xvii

ensure its continual efficient functioning. The major identified interventions

are provided below.

� Developing comprehensive management system for sewerage

facilities

� Encouraging property owners to connect to sewers where they are

available

� Introducing improved Quality Assurance procedures and checks

� Improving Solid Waste Management

� Sanitation awareness and domestic hygiene

Bihar Urban Infrastructure Development Corporation Ltd. (BUIDCo) to act

as Execution Agency for all Projects sanctioned under NGRBA.,

Bihar Urban Infrastructure Development Corporation Ltd. (BUIDCo) is a

Govt. of Bihar Undertaking registered under the Company’s Act 1956 (Act

1 of 1956) on 16th June, 2009. The project will be implemented by the

BUIDCo. There shall be tripartite contract agreements between BUIDCo,

ULB and Contractor for capital works and for O&M of assets created.

After successful testing and commissioning of all components, the assets

will be transferred to ULB for taking care of O&M responsibilities.

Considering the financial, technical & human resource constraints of

Municipal Council, it is proposed to club the operation & maintenance of

the sewerage system with STP in first five years with Capital works contract.

Later, with gradual capacity building of Municipal council, the O&M of the

system may be taken over by Municipal council or outsourced to some

private operator.

To assist the executing agency for activities of Construction supervision,

implementation of Quality assurance & quality control (QA&QC)

procedures, it is proposed to engage Construction supervision Consultants

for this project as a pre execution activity. Another important pre-

execution activity is to appoint some experienced Non Governmental

Organisation or other suitable agency with the aim to ensure active

participation of beneficiaries with the project implementation, carry out

social awareness campaign for good sanitation and good hygiene

practices and to encourage property owners to connect to sewers laid

under this project and to encourage the beneficiaries to pay for sanitation

services for efficient O&M operations and overall sustainability.


xviii

The project is proposed to be implemented in a single work package to

expedite the implementation process. Excluding the first nine months of

pre execution activities, project is proposed to be implemented in fifteen

months.

To ensure sustainability of the project, it is imperative that revenue be

generated from the beneficiaries of the system to recover the Operation

& maintenance costs and if possible, costs for extension & up-gradation of

facilities. In due course of time, it is required to Levy reasonable user

charges by ULB with the objective that full cost of operation and

maintenance or recurring cost is collected. It is proposed that a suitable

system in consultation with users and resident welfare associations is

required to be developed for collecting charges for sewerage facilities.

Two recommended options are; to levy sewerage charges as %age of

water charges and second is to charge property owners based on

categorized localities and plot size with preference to first option.

Successful Implementation & commissioning of project will considerably

improve the water quality of river Ganga & Gandak with additional

benefits in form of improvement in living environment, hygienic conditions

of town people. The project will help in considerably reducing pollution

load on Ganga & Gandak river which will lead to restoration of aquatic

ecology of these rivers and flourishing of aquatic flora & fauna.

xix


Programme National Ganga River Basin Authority (NGRBA)

Project Sewerage Project, Hajipur

Project Town Hajipur District Vaisali

SALIENT FEATURES

GENERAL INFORMATION

Area : 1993.23 Ha Population, 2001 : 119,412

Av Annual Rainfall : 1203 mm Households : 17050

Max Temperature : 41.7oC Min Temperature : 5.6oC

LOCATION

The town is situated on the

banks of River Gandak. It is

just 10 kilometers from State

capital Patna. It is district

headquarter of Vaisali District

DEMOGRAPHY

Historical Population

Year Population

1901 21398

1911 19233

1921 16760

1931 19299

1941 21963

1951 25149

1961 34044

1971 41890

1981 62520

1991 87687

2001 119412

Population Projections

Year Projected Population

Arithmetical Progression

Geometric Increase

Incremental Increase

Graphical Projection

Average of four methods

2001 119412 119412 119412 119412 119412

2008 134350 147980 139087 147336 142188

2011 140752 162229 148714 160219 152979

2021 162092 220399 185975 208021 194122

2026 172762 256891 207591 234723 217992

2031 183432 299426 231196 263293 244337

2041 204772 406790 284377 326036 305494

xx


EXISTING SCENARIO

There is no sewerage system existing in the town. Open defecation is not uncommon

in the town. Most of households having sufficient yard area and in newly developed

housing societies the wastewater disposal is done through septic tanks and effluent

from these septic tanks is discharged in open drains and get collected in local

ponds.

WASTEWATER PRODUCTION

Year Population Per Capita

Water Supply,

lpcd

Wastewater

Contribution

Wastewater

Volume per

capita per

day

Wastewater

Volume

(mld)

2011 152979 135 80% 108 16.52

2026 217992 135 80% 108 23.54

2041 305494 135 80% 108 32.99

PROPOSED SEWERAGE SYSTEM

Sewer Network

Diameter

(mm)

Length of

Sewers (m)

150 21078.2

160 20164.0

200 135122.2

250 3367.4

300 2280.2

350 4714.6

400 2807.7

450 13.2

500 1541.9

600 1881.5

700 1848.9

800 768.5

1000 697.3

1200 2129.2

Total 198414.8

Pumping Station

Two pumping stations are proposed one at Gudha

Pokhar and second at Yusufpur area

PS No Flow

(cum/hr)

Head(m) kW Number

1 369.26 13 27 5

2 136.78 12 9 5

Railway & National Highway Crossings

There is one Railway crossing near Railway over-bridge

in northern side of town and there are 5 NH crossings in

the town.

Treatment Plant

A treatment plant with capacity to treat 22 mld of wastewater is proposed. The

treatment process proposed is Activated Sludge Process based on Sequential Batch

Reactor technology. The treatment plant shall be sited in north of Industrial Area of

Hajipur Town and the treated effluent shall be discharged in nearby natural drain.

xxi


PROJECT COST

S.NO. PARTICULARS AMOUNT (Rs.)

1 Earthwork, Timbering and Barricading 131,881,804

2 Providing and Laying of Sewer lines with bedding works

165,908,487

3 Construction of Manholes, Vent-shafts and uPVC pipe laying

364,318,855

4 Dismantling and Restoration of Roads, structure and Railway & NH crossing by Trenchless technology etc

83,779,801

5 E. Miscellaneous Items like encasing, equipments for flushing of sewer lines etc

18,146,453

6 Provision for 2 nos pumping station, rising main and pumping machineries and for dedicated HT & LT feeders.

37,197,511

7 Provision for STP (Sequential Batch Reactor) 22 MLD in PHASE I for population of 2026 including SCADA

217,250,000

8 TOTAL "A" to "G" 1,018,482,911

Provision for Land Acquisition 33,000,000

Provision for IEC activities 5,000,000

Centage charges @ 8.0% (excluding land acquisition cost)

81,878,633

GRAND TOTAL 1,138,361,544

SAY RS. Crores 113.84

O&M Expenditure

Particulars O&M Exp (Lac Rs)

Year

2011

Year 2041

Salaries & Wages 55.92 55.92

Power Charges 46.53 131.57

Repair & Maint 29.69 29.69

Chemical Charges 0.6 0.6

Flushing Charges 6.65 6.65

Total Cost 139.39 224.43

Sustainability

Total O&M Expenditure for

project period

Rs 5389.91

Discounted O&M

Expenditure for Project

period

Rs 1630.02

Unit user charges required

to offset undiscounted

O&M Cost

Rs 1.85

Unit user charges required

to offset discounted O&M

Cost

Rs 1.95

xxii


COST SHARING

The sharing of funds would be in the ratio of 70:30 between Central Government &

State Government & local bodies. The quarterly funds requirement in pre

construction & construction phase shall be as follows:

Funding Source

Fund Required (Rs

Crores)

Quarterly Fund Requirements

Pre Construction Phase Construction Phase

I II III IV V VI VII VIII

Central Government 79.69 0.16 0.64 9.25 7.14 17.85 25.00 14.29 5.36

State Government & Local Bodies

34.15 0.07 0.27 3.97 3.06 7.65 10.71 6.12 2.29

Total 113.84 0.23 0.91 13.22 10.21 25.51 35.71 20.41 7.65

IMPLEMENTATION PLAN

The initial nine months will be taken up by preliminary activities like appointment of

construction supervision consultants, identification & allotment/transfer of lands for

STP & Pumping Stations and Bidding process. Afterwards the project execution period

is taken up as 15 months.

Detailed Project Report NGRBA

1

Sewerage Project, Hajipur (Bihar)

Chapter 1.Chapter 1.Chapter 1.Chapter 1. Project BackgroundProject BackgroundProject BackgroundProject Background

1.1. Project Background

Bihar Urban Development Agency (BUDA), working under UD&HD, is

engaged in systematic planning, infrastructure development, and

creation of civic amenities in urban and semi-urban areas in the State of

Bihar. BUDA has also been designated as the State Level Nodal Agency

(SLNA) for implementation of JNNURM & UIDSSMT programmes to work as

a facilitator in effective implementation of the projects in the identified

ULBs. These programmes are to be implemented through ULBs.

Govt of Bihar has decided Bihar Urban Infrastructure Development

Corporation Ltd. (BUIDCo) to act as Execution Agency for all Projects

sanctioned under NGRBA.,

BUIDCo is a Govt. of Bihar Undertaking registered under the Company’s

Act 1956 (Act 1 of 1956) on 16th June, 2009; established with a view to

accelerate infrastructure development activities across all ULBs and assist

the ULBs in developing, augmenting, financing and maintaining municipal

services.

There shall be tripartite contract agreements between BUIDCo, ULB and

Contractor for capital works and for O&M of assets created. After

successful testing and commissioning of all components, the assets will be

transferred to ULB for taking care of O&M responsibilities.

Government of Bihar has posed Sewerage projects of three towns namely

Hajipur, Buxar and Begusarai situated on the banks of river Ganges to


2


National Ganga River Basin Authority (NGRBA) for financial support. The

broad objectives for the proposed sewerage projects is for rejuvenation of

river water quality by preventing passage of untreated municipal sewage

into the river.

The details of these towns is as below;

SNo. Project ULBs District Area

(Sqkm)

Population

Census 2001

No. of

Wards

1 Buxer Nagar Parishad Buxer 5.16 83,168 34

2 Hazipur Nagar Parishad Vaishali 19.64 1,19,412 39

3 Begusarai Nagar Parishad Begusarai 8.98 93,741 36

Total 33.78 2,96,321 109

The National Ganga River Basin Authority (NGRBA) decided that no

untreated municipal sewage and industrial effluents would be allowed to

enter the river Ganga after 2020 under Mission Clean Ganga. An

estimated investment of Rs 15,000 crore would be required over the next

ten years to create the necessary treatment and sewerage infrastructure.

An amount of Rs 250 crore has been allocated for the NGRBA in the Union

Budget for 2009-10. An allocation of Rs 500 crore per year has been

agreed to by the Planning Commission for the remaining two years of the

XIth Plan.

The World Bank, which has promised long-term support for the Authority's

work programme, has indicated assistance of $ 1 billion for the first phase.

A proposal of $3 million project preparation facility was forwarded to the

Bank and it has been approved.

1.2. ESC Approval

First meeting of Empowered Steering Committee (ESC) of the National

Ganga River Basin Authority (NGRBA) was held of February 5’ 2010. In the

meeting following four projects of State of Bihar was taken into

consideration:

� Sewerage and Sewage Treatment Plant at Begusarai for pollution

abatement of River Ganga in Bihar – Rs 65.40 crores

� Sewerage and Sewage Treatment Plant at Buxar for pollution



3


� Sewerage and Sewage Treatment Plant at Hajipur for pollution

abatement of River Gandak in Bihar – Rs 113.62 crores

� Sewerage and Sewage Treatment Plant at Munger for pollution


Empowered Steering Committee has decided the following for these four

towns as follows:

� Approval of the project of Sewerage and Sewage Treatment Plant

at Begusarai for pollution abatement of River Ganga in Bihar – Rs

65.40 crores and release of first installment of Rs 7.0 crores


at Buxar for pollution abatement of River Ganga in Bihar – Rs 74.95

crores and release of first installment of Rs 8.0 crores


at Hajipur for pollution abatement of River Gandak in Bihar – Rs

113.62 crores and release of first installment of Rs 12.0 crores after

approval of Project by Union Finance Minister.

The minutes of meeting of ESC is available at Annex A-12.

1.3. Rivers

Rivers have been used for navigation for thousands of years. The earliest

evidence of navigation is found in the Indus Valley Civilization, which

existed in northwestern Pakistan around 3300 BC. Riverine navigation

provides a cheap means of transport, and is still used extensively on most

major rivers of the world.

Rivers have been a source of food since pre-history. They can provide a

rich source of fish and other edible aquatic life, and are a major source of

fresh water, which can be used for drinking and irrigation. It is therefore no

surprise to find most of the major cities of the world situated on the banks

of rivers. Rivers help to determine the urban form of cities and

neighborhoods and their corridors often present opportunities for urban

renewal through the development of foreshore ways such as River walks.

Rivers have been important in determining political boundaries and

defending countries. The coarse sediments, gravel and sand, generated

and moved by rivers are extensively used in construction. in recent

decades there has been a significant increase in the development of

large scale power generation from water


4


Rivers also provide an easy means of disposing of waste-water and, in

much of the less developed world, other wastes.

1.4. River Ganges

The Ganges is one of the major rivers

of the Indian subcontinent, flowing

east through the Gangetic Plain of

northern India into Bangladesh. The

2,510 km river rises in the western

Himalayas in the Uttarakhand state

of India, and drains into the

Sunderbans delta in the Bay of

Bengal. The Ganges Basin drains

1,000,000-square-kilometre and

supports one of the world's highest density of humans. The river has been

declared as India's National River.

After flowing 200 km through its narrow Himalayan valley, the Ganges

debouches on the Gangetic Plain at the pilgrimage town of Haridwar.

Further, the river follows an 800 km curving course passing through the city

of Kanpur before being joined from the southwest by the Yamuna at

Allahabad. Joined by numerous rivers such as the Kosi, Son, Gandaki and

Ghaghra, the Ganges forms a formidable current in the stretch between

Allahabad and Malda in West Bengal. On its way it passes the towns of

Kanpur, Soron, Kannauj, Allahabad, Varanasi, Patna, Ghazipur, Bhagalpur,

Mirzapur, Ballia, Buxar, Saidpur, and Chunar.

The Ganges Basin with its fertile soil is instrumental to the agricultural

economies of India and Bangladesh. The Ganges and its tributaries

provide a perennial source of irrigation to a large area. Chief crops

cultivated in the area

include rice, sugarcane,

lentils, oil seeds, potatoes,

and wheat. Along the banks

of the river, the presence of

swamps and lakes provide a

rich growing area for crops

such as legumes, chillies,

mustard, sesame,

sugarcane, and jute. There


5


are also many fishing opportunities to many along the river, though it

remains highly polluted.

Tourism is another related activity. Three towns holy to Hinduism –

Haridwar, Allahabad, and Varanasi – attract thousands of pilgrims to its

waters. Thousands of Hindu pilgrims arrive at these three towns to take a

dip in the Ganges, which is believed to cleanse oneself of sins and help

attain salvation. The rapids of the Ganges also are popular for river rafting,

attracting hundreds of adventure seekers in the summer months.

1.5. River Pollution

The major polluting industries on the Ganga are the leather industries,

especially near Kanpur, which use large amounts of Chromium and other

chemicals, and much of it finds its way into the meager flow of the

Ganga.

Also, inadequate cremation procedures contributes to a large number of

partially burnt or unburnt corpses floating down the Ganga, not to

mention livestock corpses.

The Ganga Basin, the largest river basin of the country, houses about 40

percent of population of India. During the course of its journey, municipal

sewages from 29 Class-I cities (cities with population over 1,00,000), 23

Class II cities (cities with population between 50,000 and 1,00,000) and

about 48 towns, effluents from industries and polluting wastes from several

other non-point sources are discharged into the river Ganga resulting in its

pollution. The NRCD records put the estimates of total sewage generation

in towns along river Ganga and its tributaries as 5044 MLD (Million Litres per

Day). According to the Central Pollution Control Board Report of 2001, the

total wastewater generation on the Ganga basin is about 6440 MLD.

Urban filth and industrial pollution are scientific causes, but

environmentalists believe that apart from industrial pollution and sewage,

the increase in number of slaughterhouse, dhobi ghats, crematoria and

slums are the major sources of pollution in these rivers. Every year, religious


6


idols are immersed in rivers which lose a little more of their life as they are

choked yet again.

1.6. NGRBA

The Central Government, by a notification dated 20.2.2009, as set up

‘National Ganga River Basin Authority’ (NGRBA)as an empowered

planning, financing, monitoring and coordinating authority for the Ganga

river, in exercise of the powers conferred under the Environment

(Protection) Act,1986. The Prime Minister is ex-officio Chairperson of the

Authority, and it has as its members, the Union Ministers Concerned and

the Chief Ministers of states through which Ganga flows, viz., Uttarakhand,

Uttar Pradesh, Bihar, Jharkhand and West Bengal, among others. The

objective of the Authority is to ensure effective abatement of pollution

and conservation of the river Ganga by adopting a holistic approach with

the river basin as the unit of planning. The functions of the Authority

include all measures necessary for planning and execution of

programmes for abatement of pollution in the Ganga in keeping with

sustainable development needs.

1.6.1. KEY FEATURES OF THE NEW APPROACH OF NGRBA

� River Basin will be the unit of planning and management. This is an

internationally accepted strategy for integrated management of

rivers. Accordingly, a new institutional mechanism in the form of

National Ganga River Basin Authority (NGRBA) will spearhead river

conservation efforts at the national level. Implementation will be by

the State Agencies and Urban Local Bodies.

� The minimum ecological flows for the entire Ganga will be

determined through modeling exercises. NGRBA will take

appropriate measures in cooperation with the States to regulate

water abstraction for marinating minimum ecological flows in the

river.

� Attention would also be paid to the restoration of living parts of the

river ecosystem for its holistic treatment to enable conservation of

species like dolphin, turtles, fishes and other native and

endangered species in their river.

1.6.2. KEY FUNCTIONS OF THE NGRBA

� The NGRBA would be responsible for addressing the problem of

pollution in Ganga in a holistic and comprehensive manner. This will


7


include water quality minimum ecological flows, sustainable access

and other issues relevant to river ecology and management.

� The NGRBA will not only be regulatory body but will also have

developmental role in terms of planning & monitoring of the river

conservation activities and ensuring that necessary resources are

available.

� The NGRBA would work for maintaining the water quality of the river

Ganga upto the acceptable standards. The pollution abetment

activities will be taken up through the existing implementation

mechanisms in the States and also through Special Purpose

Vehicles (SPVs) at the pollution hotspots.

� The NGRBA will ensure minimum ecological flow in the Ganga by

regulating water abstraction and by promoting water storage

projects.

� The NGRBA will plan and monitoring programmes for clanging of

Ganga and its tributaries. To begin with, it will concentrate on

Ganga main stem.

� The NGRBA would draw upon professional expertise within and

outside the Government for advise on techno-economic issues.

� The technical and administrative support to NGRBA shall be

provided by the Ministry of Environment & Forests.

1.6.3. ‘PREPARATORY STEPS’ AFTER SETTING UP NATIONAL GANGA RIVER BASIN

AUTHORITY

� River Basin Management Plan: a notice inviting Expression of Interest

to start the process of selecting an appropriate agency to prepare

the Ganga River Basin Management Plan has been issued. This has

been prepared taking into account inputs received from the

Central pollution control Board and the Central Water Commission

on the scope of work to be included in the Plan. 30 proposals have

been received from leading consultants. The Consultant will be

finalized shortly after two stage selection process.

� Status Paper: the Alternate Hydro Energy Centre, IIT, Roorkee has

been asked to prepare a Status Paper on Ganga which includes

the experience of the Ganga Action Plan and the present water

quality. It is being finalized. The Status paper will be presented in the

first meeting of meeting of the NGRBA.


8


� Priority Action plan for pollution hotspots: one of the priority functions

of the Authority is to implementation river conservation works at

pollution hotspots. These activities should commence even as the

comprehensive basin management plan is under preparation. MoEF

has requested the concerned State Governments to prepare action

plans for comprehensively tackling the problem of pollution in the

Ganga at the hotspots locations, such as Hardiwar, Varansani,

Ahmadabad, Kanpur, Patna and Howrah. These plans are awaited.

� SPVs as mode of implementation: the process of consolations with

State Government and Urban Local Bodies has been started to

discuss he feasibility of having SPVs in the river clearing sector and to

evolve the necessary modalities viz. Contractual arrangements,

concessions agreements, etc. A meeting was organized on 16th

June 2009 with the representatives of the State Governments and

the Heads of the Urban Local Bodies as a brainstorming session to

begin the process of identifying appropriate locations and the types

of river conservation infrastructure where SPVs would be feasible. A

presentation was made by IL&FS. State Governments & ULBs have

been requested to formulate proposals for implementing this

concept on a pilot basis.

� GIS Mapping: The National Information Centre (NIC has been

entrusted with the work of GIS based mapping of the entire Ganga

Basin. This work has already commenced. This will help the users to

view and update maps and tabular data relating to pollution

abetment works, water quality etc. and analyze the data for

monitoring and effective decision making.

� Memoranda of Agreement with States: the National Institute of

Urban Affairs has prepared a modal Memorandum of Agreement

which would link flow of funds to achievement of milestones such as

measurable improvements in water quality indicators,

implementation of pre determined reform measures and provision s

for O&M.

� Compendium of Technologies: A Compendium of the treatment

technologies available in India and aboard is being prepared by IIT,

Kanpur. This can serve as a store house for the NGRBA and would

help the State Governments and the local authorities in choosing

the appropriate technologies depending upon the totality of local


9


circumstances. The compendium would be presented in the first

meeting of NGRBA.

� The States have to be at the forefront of implementation of the river

conservation programme. The Authority, therefore, provides for the

State Governments to constitute State River Conservation Authorities

under the chairmanship of their Chief Ministers. However, certain

States may want the States Authorities to be constituted under the

Environment (Protection) Act in which case the notification will

have to be issued by the Central Government. A model notification

in this regard has been circulated to the State Governments for their

consideration.

1.7. Document Organization

This Project report includes three volumes. This document is volume I and

various annexure forms volume II and the Project drawings constitute

volume III.

Volume I include:

� Executive Summary: Executive summary of these proposals

summarizes the existing sanitation methods, the wastewater

infrastructure requirement, infrastructure proposed and the

consequent cost estimates of these proposals. It also highlights the

need of these proposals & the objectives it aims to achieve.

� Chapter I – Project Background: The Chapter discusses the

background of Project, NGRBA programme under which project will

be implemented, the Scope of Work for this work and in brief

describes the project town. It also details the document

organisation.

� Chapter 2 – The Project Town: This chapter provides a detailed view

of the project town including its physical environment i.e.

Topography, climate, geology, Water Table, Water bodies etc.,

demographics, location, industrial, institutional base and tourist

locations.

� Chapter 3 – Design Criteria: The various design criteria adopted for

preparation of these proposals are listed in this chapter. The options

available for different parameters and adopted values are

described in detail. This chapter also provides prevailing discharge

standards for different discharge locations.


10


� Chapter 4 – Existing Infrastructure: The existing infrastructure related

to civic amenities is detailed in this chapter. The existing water

supply arrangement, drain & outfalls, solid waste management, and

existing system of disposal of wastewater is described herein.

Considering the existing infrastructure, justification/need of this

project is described herein.

� Chapter 5 – Population Projection: The projected population of

town for the design period is provided in this chapter. The historical

population of town is analyzed and projected by various projection

methods available. Population projections of town at ward level is

also available in this chapter.

� Chapter 6 – Infrastructure Designs: This chapter includes design of

various sewerage infrastructure components which includes network

design, structural design of sewers, design of pumping stations and

force mains.

� Chapter 7 – Treatment Process: Various treatment options for

treatment of wastewater are described in details. The relative merits

& demerits of these options are evaluated for selection of preferred

option considering the specific requirements for the wastewater

quality, treated wastewater end use, disposal method in this

chapter. Availability of land vis-à-vis land required for preferred

treatment process is also provided in this chapter.

� Chapter 8 – Design of Treatment Plant: This chapter provides various

unit processes in the proposed treatment plant. The designs of

various units of treatment plant are also included in this chapter.

� Chapter 9 – Cost Estimates: The rate analysis and cost estimates of

various designed components are provided in this chapter.

� Chapter 10 - Project funding & Implementation Plan: This chapter

provides the quarterly requirement of funds for this project for

different agencies. The packaging options & preferred option is also

provided in this chapter. An implementation programme with

suitable Gantt Chart is included in this chapter.

� Chapter 11 – Operation & Maintenance: This chapter provides the

specific requirements for sustainable operation & maintenance of

proposed project in long term. The specific manpower, machinery &

funds requirement for sustainable O&M of the proposed system is

included here. The existing infrastructure of town ULB is described in


11


this chapter. The matters like collection mechanism, revenue &

expenditures of last few years of ULB, existing municipal bye-laws are

included in this chapter.

� Chapter 12 – Capacity building: The requirements for capacity

building of ULB in view of additional responsibilities are provided

herein. Recommendations for generic capacity building measures

are also included.

Volume II includes various annexure and Volume III contains various

drawings of existing & proposed Infrastructural system in the town.


12


Chapter 2.Chapter 2.Chapter 2.Chapter 2. The Project ToThe Project ToThe Project ToThe Project Townwnwnwn

2.1. INTRODUCTION

Hajipur is a very famous city for it's culture. It is the headquarters of Vaishali

district (the land of world's first republic 'Lichhvi') district which is in Bihar. It is

famous for bananas, newly build railway zonal office and it's glorious past.

Patna, the capital of Bihar is only 10 km far from Hajipur which increases it's

popularity. The road bridge across Hajipur and Patna (Mahatma Gandhi

Setu) is the longest road bridge of Asia, it acts as a connecting path of

south and north Bihar.

2.2. THE STATE

Location

The State of Bihar is Situated in the vast Gangetic plain, Bihar is a land-

locked state between West Bengal on the east, Uttar Pradesh on the west,

Jharkhand on the south and Nepal (international border) on the north,

covering an area of 94,163 sq km.

A part of Bihar was separated and formed into a new state Jharkhand on

November 15, 2000.

Demography

According to Census 2001, total population of Bihar is 82,878,796 with

43,153,964 men and 39,724,832 women; the population density is 880

persons per sq. kilometer. The number of Children under 0-6 years is


13


16,234,539. Total rural population and urban population is 89.5% and 10.5%

respectively. Sex ratio is 921. According to 1991 census, the share of

population of the Scheduled Castes was 14.56% and Scheduled Tribes was

7.66% in Bihar. This ratio of the STs has changed drastically after separation

of Jharkhand from Bihar.

History

Bihar's antiquity is evident from its name, which is derived from the ancient

word "VIHARA" (monastery). It is indeed a land of monasteries. Hindu,

Buddhist, Jain, Muslim and Sikh shrines abound in this ancient land where

India's first major empires rose and fell. Where the ruins of the worlds'

earliest university slumbers in the void of time. The passage of Ganga,

flowing wide and deep enrich the plains of Bihar before distributing in

Bengal's deltoid zone.

Among all Indian states, Bihar is the one most intimately linked to the

Buddha’s life, resulting in a trail of pilgrimages which have come to be

known as the Buddhist circuit. The Buddhist trail begins at the capital city,

Patna, where a noteworthy museum contains a collection of Hindu and

Buddhist sculptures as well as a terracotta urn said to contain the ashes of

Lord Buddha.

The Khuda Baksh Oriental Library has rare Muslim manuscripts including

some from the University of Cordoba in Spain. 40 km away, Vaishali, was

the site for the second Buddhist Council is the presence of ruins testify. 90

km south of Patna is Nalanda which translates as the place that confers

the lotus’ (of spiritual knowledge). A monastic university flourished here

from the 5th to the 11th century. It is said to have contained nine million

books, with 2,000 teachers to impart knowledge to 10,000 students who

came from all over the Buddhist world. Lord Buddha himself taught here

and Hieun Tsang, the 7th century Chinese traveler, was a student.

Ongoing excavations have uncovered temples, monasteries and lecture

halls. Rajgir, ‘the royal palace’, 12 km south, was the venue for the first

Buddhist Council.

The Buddha spent five years at Rajgir after having attained enlightenment,

and many of the remains at Rajgir commemorate various incidents

related to life of Buddha, the hill of Gridhrakuta being perhaps the most

important, as this is where the Buddha delivered most of his sermons.

Bodhgaya is the spot where Lord Buddha attained enlightenment, with

the Mahabodhi Temple marking the precise location.


14


Topography

The topography of Bihar can be easily described as a fertile alluvial plain

occupying the north, the Gangetic Valley. The northern plain extends from

the foothills of the Himalayas in the north to a few miles south of the river

Ganges as it flows through the State from the west to the east.

The tract lying between 25°8' & 27°31' North Latitude and 83°20' &

88°17' East Longitude is Bihar. It is bounded on the north by the Kingdom

of Nepal, in the south by Jharkhand, in the east by West Bengal and on

the west by Uttar Pradesh. Roughly rectangular in shape it comprises

mainly the Gangetic Plains, the dissected highlands of Kaimur plateau

and the Himalayan foothills occupying a very small tract of the state. The

North Gangetic plain extends from the base of the Tarai in the north to the

Ganga in the south, comprising an area of about 22,000 square miles.

Except for the Someshwar and the Dun hills in the extreme northwest, it

presents an almost flat appearance and has an elevation of less than 250

feet above sea level. The Someshwar and the Dun hills cover an area of

about 364 square miles in Champaran. They are the lowest and the

outermost of all the Himalayan ranges, immediately overlooking the plain,

and form part of a long range which runs along the whole length of

Nepal, at the southern base of which lies the swampy submontane tract

called the Tarai. The Someshwar range runs along the northern frontier of

the State for a distance of about 46 miles and varies in altitude from a few

hundred feet to 2884 feet at Fort Someshwar, which commands a

magnificent view of the Himalayas wrapped in the grandeur of eternal

snow. The Dun hills lie to the south of the Someshwar range from which the

Dun Valley separates them. They are a range of low hills land extends from

about 20 miles from the northwest to the southeast. The Tarai that lies

towards their southern margin forms a narrow belt of submontane forest,

followed by a prairie land of long reedy grasses. It is mostly marshy and

unhealthy. This area of hills is but sparsely populated by an aboriginal tribe

called the Tharus. But for this small area of hills in the northwest, one looks

in vain in any direction for la hill or mound, which may interrupt the

continuity of the level surface.

The North Gangetic plain is the playground of rivers- the Gogra, Gandak,

Bagmati, Kosi, Mahananda and a host of minor streams, which descend

from the Himalayas and make their way to the Ganga in frequently

changing channels. The Kosi particularly has earned the bad name of

being the most changeable stream in India, shifting its bed all the time.


15


Because of the large quantities of silt they deposit the rivers at many points

flow on ridges slightly elevated above the general level of the country

and frequently inundate the low-lying lands on either side during the rains.

The South Gangetic plain occupies the greater part of what is popularly

known as South Bihar. It is wide towards the west and the middle, and

extremely narrow towards the east. The outlying hills and undulations of

the Chotanagpur plateau encroach upon the plain from the south, until

near Munger they extend in the Kharagpur hills as far north as the Ganga

itself, and after a brief recession run along the bank of the river for a

considerable distance as the Rajmahal hills. The South Gangetic differs in

many respects from the North Gangetic plain. It is higher in the south and

slopes towards the Ganga, but the slope is not so gradual as in the North

Gangetic plain. While the North is liable to flood and change, the South

Gangetic plain is stable and not subject to floods except in limited areas.

Moreover, it is much more diversified than the North, and a great many

hills spring as islands of high rock from the level alluvium. Notable among

the hills that lie scattered in the South Gangetic plain are the Barabar hills,

the Rajgir-Jethian hills, and the Kharagpur hills. These hills lie in the districts

of Jehanabad, Nalanda and Munger. Though not quite naked, they have

been highly denuded, and most of the vegetation has either been

cleared away with the axe or has disappeared with the erosion of the

surface soil. They therefore present semi-bare rocky surfaces having a thin

covering of grass and scrub. In the Kharagpur hills, areas of jungle still

survive as but poor remnants of the dense forests which once clothed

these hills. The Barabar and the Rajgir hills are generally less than 1,000 feet

above sea level, but they exceed 1,000 feet at several places. The

Kharagpur hills have several peaks rising above 1,600 feet. High banks on

either side contain the trough occupied by the channel of the Ganga.

After the close of the monsoon, there appear within the trough large

expanses of sand and silt deposits called ‘diaras’ which vary greatly in

extent and position every year. The Rajmahal hills form the northeast angle

of the Chotanagpur plateau and are the only considerable mass of hills

that approach the Ganga in its course in that region. Although nowhere

do they rise higher than 2,000 feet they present an extremely varied and

picturesque topography. On its eastern margin, the plateau has a height

of less than 1,000 feet but the general configuration is still that of an

undulating upland. The Kaimur hills, separated from the rest of the plateau

by the valley of the Son, are structurally very different from Chotanagpur.

They are the easternmost termination of the Vindhyan range and form an


16


undulating tableland rising abruptly from the plain in bold and lofty

precipices, to eminences of about 1,200 feet above sea level.

Forests & Wildlife

Among the wildlife, notable are: deer, bears, numerous species of birds,

including the peacock, pheasant, and wild fowl, and most notably, the

tiger. The forest around Valmiki Nagar, West Champaran is one of the last

remaining refuges of this highly endangered species.

The forests of Bihar yield valuable commercial products besides the

timber. Cane trees are used in the manufacture of an indigenous product

for making furniture. A resinous material secreted by the lac insect is

valuable commercially. It is the source of shellac. Also, bangles made of

lac are very popular among women of Bihar. The silkworm is the source of

magnificent silk - haracteristically, the tusser or tussah silk.

The majestic banyan tree (Ficus bengalensis), and the related pipal (Ficus

religiosa), dot the entire landscape of the State.

Languages

Hindi is by far the most common language of the state, understood by all.

There is a significant number of Bengali speaking people also. They are

descendants of the settlers from the old British Presidency of Bengal.

English is the language of commerce and is spoken by the educated

masses.

In addition people speak many dialects in different regions. The major

dialects are: Bhojpuri, Magahi and Maithili. Bhojpuri is spoken in the districts

of Champaran (East and West), Saran, and Shahabad. Magahi is the

dialect of Central Bihar, i.e., the districts of Patna, Gaya and Bihar. Maithili,

and its variants, is the dialect of the people in the north-east, i.e., the

districts of Muzaffarpur, Vaishali, Darbhanga, Samastipur, Saharsa, Purnia

and Bhagalpur.

Trade & Commerce

Rich farmland and lush orchards extend throughout the north. Following

are the major crops: paddy, wheat, lentils, sugarcane, jute (hemp, related

to the marijuana plant, but a source of tough fibers and "gunny bags".)

Also, cane grows wild in the marshes of West Champaran. The principal

fruits are: mangoes, banana, jack fruit and litchis. This is one the very few

areas outside China which produces litchi. There is very little industry in the

plain region except for the sugar factories that are scattered all over the


17


northern plains, particularly in the western region. Jute is transported to the

jute factories located mostly in Calcutta.

The principal commercial products of Bihar are:

� Crops - rice, wheat, lentils, maize (corn), sugar cane.

� Fruits - mangoes, bananas, jack-fruit, and litchis.

� Fibers - silk (particularly from the Bhagalpur region in the East,

producers of a distinct quality of silk, namely, tussar or tussah); and

jute, transported to factories located mostly near Calcutta for easy

export of the finished material.

� Forest Products - hard wood timber, saal and sakhua from the north;

also cane for weaving, particularly from the swamps in West

Champaran district of North Bihar.

North Bihar, a rich agricultural area, has many industries associated with

agricultural products. There are numerous sugar factories scattered

throughout the area. Many rice and edible oilmills also dot the landscape.

It also has some sundry, but important, manufacturing plants, for example

the Button Factory at Mehsi (East Champaran), and the old and

renowned rail wagon manufacturing plant, the Arthur Butler & Co, at

Muzaffarpur. Immediately after independence however, a major industrial

complex grew around Barauni. The industrial plants located there are: the

Fertilizer Factory, the Oil (petroleum) Refinery Plant, and the

Thermal Power Station. Recently, a Thermal Power Plant has also begun

operation at Kanti, in the Muzaffarpur district along its border with East

Champaran.

Regarding commerce and North Bihar, mention must be made of the

gigantic annual cattle fair at Sonpur in the Saran district, close to the

confluence of the Gandak and Ganges rivers. The fair is held around the

religious festival of Kartik Purnima - full moon in the month of Kartik in the

Hindu lunar calendar (corresponding to some time in Oct-Dec in the

Gregorian calendar), which marks the end of the holy month of Kartik.

Kartik Purnima in 1998 falls on Nov 4. This fair is reputed to be one of the

world's largest such fair, where not just cattle but also exotic animals and

horses and elephants are traded in large number. It attracts a large

number of tourists from many countries. The Government of Bihar, through

their Department of Tourism, provide many amenities for their boarding

and lodging.


18


2.3. THE DISTRICT

The district of Vaishali came in to existence on 12/10/1972. Earlier it was the

part of old Muzzafarpur district. Vaishali has a past that pre-dates

recorded history. It is held that the town derives its name from King Vishal,

whose heroic deeds are narrated in the Hindu epic Ramayana. However,

history records that around the time Pataliputra was the centre of political

activity in the Gangetic plains, Vaishali came into existence as centre of

the Ganga, it was the seat of the Republic of Vajji. Vaishali is credited with

being the World's First Republic to have a duly elected assembly of

representatives and efficient administration. The Lord Buddha visited

Vaishali more than once during his lifetime and announced his

approaching Mahaparinirvana to the great followers he had here. Five

years after the Enlightenment in Bodh Gaya, Lord Buddha came to

Vaishali, the capital of one the first republican states in the Ganga,

Vaishali is bound by the hills of Nepal on the north and the river Gandak

on the west. Hundred years after he attained Mahaparinirvana, it was the

venue of the second Buddhist Council. According to one belief, the Jain

Tirthankar, Lord Mahavir was born at Vaishali. The Chinese travelers Fa-

Hien and Hieun Tsang also visited this place in early 5th and 7th centuries

respectively and wrote about Vaishali.

The District is located at 25° to 30° North latitude and 84° to 85° east

longitude. The District is surrounded by river Ganga in south, Gandak in

west. District Muzaffarpur is in north & Samastipur in East. The District is in

semi tropical Gangetic plane. The state capital Patna is linked with

famous Mahatma Gandhi Setu. The District is spread over 2036 sq km area.

There are three sub divisions and 16 Blocks in the District. The District has

1638 revenue villages and 291 Gram panchayats. Traditionally the District

was divided into 11 C.D. Blocks but five more Blocks were created during

last decade.

2.4. HISTORY

In ancient times after crossing the Ganges at Patna the first village one

came to the other side was Ukkacala, now called Hajipur. HAJIPUR, a

town of British India, in the Muzaffarpur district, on the Gandak, just above

its confluence with the Ganges opposite Patna. Hajipur figures

conspicuously in the history of the struggles between Akbar and his

rebellious Afghan governors of Bengal, being twice besieged and


19


captured by the imperial troops, in 1572 and 1574. Within the limits of the

old fort is a small stone mosque, Called Pathar ki masjid, very plain, but of

peculiar architecture, and attributed to HAJI ILIYAS, its (Haji Pur) traditional

founder (c. 1350).

Founded on a deep historical background, the first experiments both in

the imperial and democratic forms of governance were initiated in the

land of Bihar in the 6th century B.C. The empire formed by the Nandas

extended from the river Beas in the Punjab to the mouth of Ganga. The

Mauryas gradually extended the Nanda Empire till it covered the whole of

India except a small strip in the south Indian peninsula, but included the

northwestern hilly regions as far as the Hindukush Mountains. Similarly, the

first great treatise on political statecraft, which was regarded as the most

authoritative text on the subject throughout the ancient period, is that of

Kautilya, also associated with Magadh. While Pataliputra was the first

imperial city of India, Vaishali has the rare distinction of being the seat of

first democratic government of the world as early as in the C. 6th B.C. One

of the most important contributions of Bihar is the introduction of the art of

writing in form of royal edicts during the tenure of the great emperor

Ashok. The seals discovered in Harappan sites are no doubt engraved with

inscriptions, but unfortunately no connecting link between these seals and

the Brahmi alphabet used in Ashoka’s edicts has yet been discovered. The

Ashokan edicts enunciate the tenets of welfare state, communal harmony

and religious pluralism in a very lucid manner. Bihar made a contribution

to the development of the Upnishadas as revealed by the traditions

associated with Janaka, king of Videha. The Brhadaranyaka Upnishad

narrates how great philosophers from distant regions, even from Kuru and

Panchal came to the court of Janaka and took part in abstruse

philosophical discussions about Brahman, soul etc. According to a

tradition recorded in the Skanda Purana, Gautam the founder of the

Nyaya School of philosophy was born in Mithila. It is significant that the

reputation of Mithila for this branch of philosophical knowledge persisted

down to the medieval age when it enjoyed the reputation of being the

only center for learning Navayanyaya. Mithila has been the homeland of

eminent scholars such as Yajnavalkya, the author of a famous Smriti Work,

and Mandan Mishra, the famous theoretician in Mimamsa, who carried on

public debate with Shankaracharya. But the greatest contribution of Bihar

to Indian Culture is in the domain of the development of heterodox

religions. The founder of Buddhism, though not born in Bihar, spent the best

part of his active life in this province. He began his meditation and


20


attained enlightenment in Bodh Gaya. His missionary activity is associated

with many localities in Bihar and the first three general assemblies of the

Buddhist monks, which gave the final shape to Buddhism, were all held

within the geographical limits of Bihar. Two important off shoots of

Buddhism in the shape of the two great universities at Nalanda and

Vikramshila, both in Bihar, may be reckoned as the two greatest

universities in India. Their contribution to the intellectual development of

India and to the expansion of Indian culture to Central Asia, China Tibet,

Korea, Japan and South East Asia cannot be under estimated. The

scholars assembled in these two universities shed luster on the whole of

India. Mahavir, the historical founder of Jainism was born in Bihar and the

early history of Jainism indissolubly bound up with this region. According to

Jain tradition, no less than twenty out of twenty-four Tirthankars attained

salvation in Parsvanatha hills and two other, including Mahavir, attained

nirvana at Champapur and Pava, both in Bihar. Among the notable

contribution of Bihar to Indian Culture, prominence must be given to

splendid buildings of architecture and sculpture, both in stone and metal

made during the ancient times. The wonderful palace at Pataliputra has

perished, but we may form an idea of its splendour and excellence from

Greek and Chinese accounts. The fine metallic polish of Ashokan Pillars

and the wonderful lion capital found at Sarnath, now accepted as the

emblem of the republic of India, stands out as undying monuments of

Bihar’s contributions to the Indian art. The contribution of caves hewn out

of solid rock, which developed into one of the finest arts in India, had its

beginnings in Bihar; in the oldest saptaparni cave at Rajgir and somewhat

later, the cave at Barabar hills in the district of Gaya. Reference should

also be made to the contribution of Bihar to the development of regional

languages of eastern India. The Aryan languages of eastern India such as

Bengali, Assamese and Oriya, all originated from the Magadhi Prakrita i.e.

the form of Prakrita, which was current in Bihar. The medieval period is

particularly important in the history of Bihar. For one thing, the province

obtained its present nomenclature and more or less geographical

boundaries during this period. The Turkish invaders first conquered the area

at the turn of the 13th century called it Vihar as it contained a number of

Buddhist Vihars. Northern Bihar, then a part of the Karnata kingdom was

conquered and annexed by Ghiyasuddin Tughlaq in 1329 and with this

northern Bihar (Tirhut) and Southern Bihar were politically and

administratively unified. Bihar also served as the springboard for the rise of

the great Afghan ruler Sher Shah and the laboratory for his momentous


21


administrative reforms especially in the sphere of land revenue. Bihar also

developed as a significant center of the activities of the early Sufis in India.

Long before the establishment of the Delhi Sultanate, Imam Taj Faqih

settled at Maner, near Patna. Another eminent saint Shihabuddin Pir

Jagjot settled on the eastern outskirts of Patna around the middle of the

13th century. They preached the gospel of universal love, tolerance and

brotherhood, initiating the rapprochement between Islam and Hinduism

which, in may ways, has been instrumental in bequeathing the syncretic

Indo-Islamic heritage to the succeeding generations and ages. Bihar’s role

in India’s struggle for independence has been quite significant. Bihar was

one of the important centers of the 1857 movements, which was a

national challenge to the growing supremacy of the East India Company.

The hero of 1857 struggle in Bihar was the octogenarian leader, Kunwar

Singh of Jagadishpur, who was ably assisted by his brother Amar Singh.

Kunwar Singh died a warrior’s death, and his example greatly influenced

the leaders in Chotanagpur, the Santhal Parganas and other parts of Bihar

to carry on an intensive movement against the British. The Wahabi

movement, though essentially a religious movement, had an important

role to play in Bihar’s struggle for freedom during the 19th century. The

political objective of the movement was to free the country from foreign

domination, as Syed Ahmed, the founder of the movement in India

repeatedly explained in his numerous letters. As the Indian Independence

Movement centered on the Indian National Congress, Bihar became an

important place for the congress activities. Bihar played a significant role

in all the three stages of national struggle- Moderate, Militant and

Gandhian phase. It was in Champaran that Mahatma Gandhi after his

return from Africa launched for the first time on Indian soil a bold and

successful resistance against the British exploitation. After the Champaran

Satyagrah, Gandhijee grew very fond of Bihar and Biharis and considered

it to be “his second home”. On their side, the people of Bihar not only

participated enthusiastically in all the movements launched by Gandhijee

but also maintained communal amity and harmony, a cause very dear to

his heart.

Hajipur is also of interest because a portion of Ananda's ashes were

enshrined in the town. Ananda acted as the Buddha's personal attendant

for twenty years and outlived him by several decades. Hajipur figures

conspicuously in the history of struggles between Akbar and his rebellious

Afghan governors of bengal.


22


2.5. LOCATION

Hajipur is located at 25042’45” North latitude and 85015’00” Eastern

longitude. It has an average elevation of 46 metres (150 ft). Some of the

villages around the town are Quila Larui, Chandpura, Kutubpur Kothi,

Panapur Langa, Gomati, Ismailpur, Titra, Loma, Kansara, Nandini,

Dayalpur, Subhai Garh, Dighi, Hilalpur etc.

The location of Town of hazipur in State of Bihar is shown in map provided

on next page.

2.6. DEMOGRAPHY

As of 2001 India census, Hajipur had a population of 119,412. Males

constitute 53% of the population and females 47%. Hajipur has an average

literacy rate of 60%, higher than the national average of 59.5%: male

literacy is 67%, and female literacy is 51%. In Hajipur, 16% of the population

is under 6 years of age.

Other demographic features as per 2001 census are as follows:

Particulars Value

Number of Households 17,050

Population-Total 119,412

Population-Rural 0

Population-Urban 119412

Population(0-6Years) 20,364

SC Population 20,661

ST Population 86

Literates 69,760

Illiterates 49,652

Total Workers 29,810

Main Worker 25,724

Marginal Worker 4,086

Non Worker 89,602

CL (Main+Marginal) 1,894

Al (Main+Marginal) 4,612

HHI (Main+Marginal) 1,875

OW (Main+Marginal) 21,429

Particulars Value

Average Household Size(per Household) 7

Proportion of Urban Population (%) 100


23


Sex Ratio 871

Sex Ratio(0-6 Year) 913

Sex Ratio (SC) 884

Sex Ratio (ST) 911

Proportion of SC (%) 17

Proportion of ST (%) 0

Literacy Rate (%) 70

Work Participation Rate (%) 25

% of Main Workers 22

% of Marginal Worker 3

% of non Workers 75

Proportion of CL (%) 6

Proportion of AL (%) 15

Proportion of HHI (%) 6

Proportion of OW (%) 72

2.7. CONNECTIVITY

Hajipur is 10 kilometres across the Ganges from Patna. Hajipur can be

reached from Patna, which is 10 km across the River Ganga. The nearest

airport is at Patna while the railway station is at Hajipur. There are frequent

bus and taxi services from Patna for Hajipur.

Hajipur is the headquarters of East Central Railways. Three rail lines

connect it to Muzaffarpur, Chhapra, and Barauni. Important trains like

Guwahati Rajdhani Express, Vaishali Express, Garib Rath Express,

Swatantrata Senani Express, Sabarmati Express, Lohit Express, Lichhavi

Express and all other trains passing from this route have got stoppages

here.

It is one of the most important railway stations in bihar .

Buses and auto-rickshaws connect the city with the state capital Patna.

Buses are also available to Muzaffarpur, Samastipur, Raxaul, Motihari,

Betiah, Siwan, Chhapra, and Siliguri.

2.8. FACILITIES

The important educational institutes in the town are as follows:

� G.A.Inter.school, hajipur (considered as zila school)

� Sri Mulkjada Singh High school, Dighi, hajipur

� Guru Vasisth Vidyayan ,kachhari road hajipur


24


� guru vasisth vidyayan ,durga nagar , hajipur

� Gyan Jyoti Public school

� St. Pauls high school , baghmali, hajipur

� st pauls school, izara ,hajipur

� Maiden's mascot or surajdeo memorial school

� Indian Public school

� St. John's public school, SDO road, Hajipur

� DAV Public school

� Kendriya vidyalay

� TOWN HIGH SCHOOL S.D.O ROAD HAJIPUR VAISHALI

� Oasis public school, panapur, hajipur

� xaviers school hathsarganj and adlbari hajipur

� dighi high school, dighi

� girls high school, hajipur

� town middle school ,hajipur

� oxford high school , hathsarganj hajipur.

� vikas vidyala , baghmali hajipur.

� prem high school , jadua hajipur.

� sks seminary school, jadua , hajipur

� R.K high school , hajipur

� B.D.Public School

Colleges & institutes

� S N S College,Hajipur

� Women's College

� R.N. College

� Deo Chand College

� Jamunilal College

� RBS college hajipur


25


� Sukhdew Mukhlal College

� Vaishali Mahila College

� Teachers Training College

� CRK college , hajipur

� B.S. Inter-College

� ANM training school , hospital road hajipur

� INSTITUTE OF HOTEL MANAGEMENT, CATERING & NUTRITION.

� Central Institute of Plastic Engg. and Technology (CIPET)

� Kent Homoeopathic Medical College and Hospital

� Government Industrial Training Institute (ITI), new by pass road,

hajipur

� (Setting up) National Institutes of Pharmaceutical Education and

Research (NIPER)

� Rajkiya polytechnic college (proposed)

Cinema Halls

� National cinema Hall

� Ganesh cinema hall

� Naveen cinema hall

� Umesh cinema hall

� Dhramshobha (Presently not working but Best infrastructure)

� Shanker Talkies

2.9. TOURIST LOCATIONS

There are number of famous tourist

locations in this area. It constitutes

major destination for Buddhism

tourists. The important tourist locations

are shown below:

Ashokan Pillar

The Lion Pillar at Kolhua is one of

Ashokan pillars, which mark the

different stages of the Journey to


26


Nepal, which Ashoka undertook (249B.C.). It bears no inscription.

Buddha Stupa I and II

These two most important

archaeological sites of Vaishali are those

where intensive excavations had been

done in the past many years. Those

excavations have led to discovery of

several objects, specially the earthen

casket containing the Holy Ashes of Lord

Buddha. This casket, well preserved in the

Patna Museum, is an object of great

attraction for tourists, particularly from the Buddhist countries.

Raja Vishal Ka Gadh

There is a huge mound, which is situated close to the north of the modern

village. The mound is about 6’ to 10’ high above the surrounding country.

There are traces of round towers at corners and of a surrounding ditch.

The ramparts rise very slightly above the general level of the area inside

the mound but from the outside, from the bottom of the ditch, the height

is about 15 ft. This mound is called Raja Vishal Ka Garh with a belief that

this was originally the King’s fort.

Abhishek Pushkarni

It is an ancient tank undergoing renovation.

It is believed that the Kings of this ancient

kingdom had to be first anointed before their

coronation with the sacred water of this holy

tank. So, it is still a venerated tank.

Chaumukhi Mahadeva

There is a local tradition that the limits of the ancient city

are marked by four Shiva lingams at its four corners, of

which the two northern ones are still visible, while the two

southern one are hidden and hence are called as Gupta

Mahadevas. The northwestern shrine and the lingam are

quite modern but may be marking the site of an earlier

Shaiva shrine. The northeastern lingam is an ancient

Chumukhi Mahadev, i.e. a four-faced lingam that stands


27


inside a pit and evidently represents the remains of a brick temple.

Vishwa Shanti Stupa

Japan has recently

constructed another World

Peace Pagoda in Bihar here

at Vaishali, which is similar to

that one built at Rajgir on the

Ratnagiri Hill.

Balukaram

It is an ancient village in

Vaishali block situated on the Hazipur-Vaishali road, 30-kms north of

Hazipur. The 6th World Buddhist conference was held here.

Ramchaura

The place is situated in Vaishali block where a fair is held every year on

Ramnavami day. The local tradition has it that Lord Ramchandra had a

stopover here for a bath on his way to Janakpur. There are some marks on

stone, which are said to be his footprints.

Konhara Ghat, Sonepur

This is a place at the confluence of two rivers- Gandak and Ganges- in

Hazipur block, about 36 kms from Patna. It is traditionally believed to be

the place where a crocodile caught the mythical elephant that was

saved by Lord Vishnu himself. There is an ancient temple of Hariharnath

close to this place, dedicated both to Lord Vishnu and Lord Shiva. A

month long world famous big cattle fair is held nearby at Sonepur every

year during the Hindu month of Kartik (October-November). This fair is

popularly known as Sonepur fair.

Jandaha

The village, about 7-kms from the railway station at Mahnar, contains a

mazar of Hazrat Saheb said to be about 400 years old. It is a Muslim

pilgrimage.

Nepali Temple (Hazipur)

There is an old Nepali temple of Lord Mahadeva at Hajipur, about 32 kms

from Patna, on the confluence of the rivers Ganges and Gandak. A

Subedar of the Maharaja of Nepal erected it. An inn was also attached to


28


it. There are erotic carvings on the wooden pillars of the temple showing

tantrik influence. It is said that Lord Ram together with Laxman and his

guru Vishwamitra had rested at Ramchaura on their journey and the

place came to be known as Rambhadra. A fair is held every year on

Ramnavami day.


29


Chapter 3.Chapter 3.Chapter 3.Chapter 3. Design CriteriaDesign CriteriaDesign CriteriaDesign Criteria

3.1. THE MANUAL OF SEWERAGE AND SEWAGE TREATMENT (SECOND EDITION)

The Manual of Sewerage and Sewage Treatment (Second Edition),

Ministry of Urban Development, 1993 is an excellent publication which

comprehensively deals with all aspects of sewerage systems from initial

planning through design and construction, including management and

legal aspects, and then on to the subsequent operation and

maintenance of the systems.

The proposals and recommendations of the Sewerage Manual, and its

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

consultants and authorities throughout India for the design of sewerage

systems.

A number of design criteria have been adopted from the revised

guidelines for preparation of DPRs for conservation of rivers & lakes as

issued vide office memorandum G.11011/2/2001-NRCD.I dated 13-08-2002

of National River Conservation Directorate (NRCD), Ministry of Environment

& Forest, GoI.

In general, these proposals comply with the criteria and

recommendations of these documents.

3.2. DESIGN PERIOD

For a sewerage system the main component of the project is to design a

suitable system of sewers for collecting the waste water generated by the

population as domestic effluent, industrial effluent and also likely ground


30


water infiltration. Since sewers once laid are extremely difficult to change

in size and slope with increasing flow due to expansion in population, it is

necessary to adopt a certain rational figure for the likely projected

population.

It is a generalized practice to design sewers to match the flow of a

projected population for thirty years. Too large period will involve very

heavy financial burden on the present population, which will not be able

to enjoy the benefits, and a small period will soon get overloaded

creating insanitary conditions.

“Manual for Sewerage and Sewerage Treatment” recommend to adopt a

design period of thirty years for all types of sewers and its components. But

for pumping machinery it has to match the life of pumping machinery

which is generally limited to fifteen years and has to be replaced. For trunk

and outfall the period can be reduced provided that there is technical

feasibility of subsequent duplication. In case of this project town which will

be still a town of moderate size – much less than a metropolitan or city, a

design year of 2041 with effective design period of 30 years is adopted for

entire sewerage system.

For different lift stations, design year for pumping machinery is adopted as

2026 with design period of 15 years.

NRCD Guidelines Recommendations

Base year—The year of expected commissioning of the project shall be

taken as the base year for design of various components of the projects.

Design periods of various components may be adopted as under:

S.No. Component Design Period

from base

year

Clarification

1 Land

acquisition

30 Land will be required to add

STPs. Accordingly, land should

be acquired

2 Sewer system 30

3 Sewage

Pumping

Station – civil

works

30 Cost of civil works is economical

for full design period.

4 Pumps 15 Considering modular approach


31


3.3. GROUND WATER INFILTRATION

The quantum of ground water infiltration in sewers depends largely on the

-

� Depth of sewers and ground water table.

� Material and type of jointing and

� Workmanship.

As the project town is situated on the banks of River Ganga, the water

table in the town is very much near the ground. Looking to possibility of

infiltration of ground water, it is proposed to adopt strict quality control

measures for material & workmanship. However, a provision of infiltration in

sewers is adopted as 250 litre/manhole/day.

3.4. FLOW FORMULAE

The manning’s formula is used to calculate the hydraulic gradient in

sewers, as given below:

V = 1/n A2/3

S1/2

Where,

V : Velocity of flow in meters per second

n : Manning’s Constant

S : Slope of channel

R : Hydraulic radius of section, meter

For salt-glazed pipes value 'n' has been adopted as .012 and for

Reinforced Cement Concrete pipes value 'n' is 0.011.

5 STP 10 Construction may be done with

a modular approach in a

phased manner as the

population grows.

6 Rising mains 30 In case of low velocities, dual

rising mains to be examined

7 Effluent

disposal

30 Provision of design capacities in

the initial stages itself is

economical.

8 LCS Required as of base year

9 Crematoria Required as per assessment

10 RFD Required as per assessment

11 MSW Requirement as per assessment


32


3.5. VARIATION IN FLOW

Since the flow in sewers varies considerably from hour to hour as such

peak flows with the following peak function have been adopted for

arriving at design flow as per guide lines provided in the Manual.

Contributory population Peak flow

Upto 20,000 3.00

20,000 to 50,000 2.5

50,000 to 7,50,000 2.25

Above 7.5 lacs 2.0

3.6. PIPE MATERIAL

Use of three types of wastewater pipes is more prevalent. These are

precast concrete (PC), Vitrified Clay (VC) and plastic pipes).

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 SWG is 600 mm diameter.

3.6.1. 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

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. These pipes are governed by IS:458.


33


PC Pipes are manufactured in diameters from 80 to 2600 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. They are also relatively cheap. They are therefore

recommended with the precaution that the standards and specifications

for manufacture and installation will be followed.

3.6.2. VITRIFIED CLAY PIPES:

Salt glazed stoneware pipes (SW pipes) are manufactured to BIS

Standards in diameters from 100 mm to 600 mm internal diameter in 50

mm steps. Pipes are manufactured in 600, 750 & 900 mm lengths with

spigot and socket, cement mortar type joints. A wide range of fittings,

including bends and gully traps, is available. Nowadays, rubber ring joints

are also being used for pipes of diameter more than 150 mm.

Vitrified clay pipes are brittle rigid pipes which are susceptible to

breakages during transport and handling. Nevertheless, they are cheap,

durable, and suitable for use with corrosive liquids and aggressive ground

conditions. They are not susceptible to sulphide corrosion. They have been

used extensively for use in house drains, house connections and for main

sewers up to about 300 mm diameter.

The main disadvantage of stoneware pipes compared with concrete

pipes is the greater number of joints that are required because of the short

lengths that are manufactured. This increases the cost of laying and

increases the potential for infiltration through badly made joints if strong

supervision is lacking during the construction phase.


34


SW pipes with flexible joints are not available.

The standards for this pipe are governed by IS:651.

3.6.3. PLASTIC PIPES:

uPVC pressure pipes are manufactured in diameters from 75 mm up to 400

mm. The pipes are delivered in 5 or 6 m lengths and can be jointed by

either rubber gaskets or by solvent welding. Normally, rubber gaskets are

used for pipes larger than 100 mm. uPVC 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. Many of these factors are exacerbated

by the thin walled sewer pipes, and it is recommended that, if uPVC pipes

are to be used for sewers, then pressure pipes are used rather than sewer

class pipework. It is also recommended that very careful attention is given

during installation to pipe stacking, handling, trench bedding and

backfilling procedures.

The uPVC & HDPE pipe specifications are governed by IS Code 4685 and

IS 4984.

HDPE pipes are proposed to be used in narrow lanes and connected to

main sewers using chambers.

It is proposed to utilize uPVC pipe of diameter 110 mm & 160 mm for

property connections in connecting individual property to public sewers.

3.6.4. DI PIPES

Ductile Iron pipe is also a possible solution for modern sewers. Ductile’s

long laying lengths and bottle-tight joints minimize potential infiltration and

aid in construction. For most sizes, its larger inside diameters deliver up to

several million gallons per day more flow than nominal pipe diameters. Its

standard cement-mortar lining ensures an excellent friction coefficient

and resistance to scour and cement deterioration from most domestic

sewage.

And its high material strength resists heavy impact, handles extreme

external loadings, and in many cases, there is no need for special bedding

or backfill.

Ductile Iron pipe can be used in a wide variety of applications, including

challenging conditions like deep trenches, shallow cover, seismic activity,

subsequent adjacent excavations, beam loading, and ring crushing.


35


Ductile Iron pipe is especially suited for pressure sewer applications

because its standard pressure classes provide for high operating pressures

with a allowance for surge pressures. Surges, or hydraulic transients, are a

very serious problem for pressure sewers as pump stations are vulnerable

to power outages and surge control devices for raw wastewater are not

always dependable.

In this project, pressure sewers are proposed of Ductile Iron Pipe. The

specifications of DI pipe in india are governed by IS:8329.

3.7. THE STRUCTURAL DESIGN OF SEWERS

Sewers and other water pipelines need to be designed structurally so that

when buried they can withstand all the external forces to which they are

likely to be subjected. As sewers flow under gravity, there are no

significant internal pressures to allow for.

Providing bedding, haunching and surrounds, which may be of concrete

or sand or gravel, are important ways of strengthening a pipeline to

withstand higher loading.

The basic data on which the need of additional support is determined are

the actual strengths of the pipes used, the depths of the laid pipeline and

its location (whether in a main road with fast moving traffic, or in a plot

with pedestrian traffic only, etc.)

The computation of loads on buried pipelines has been established by the

work of Marston, Spangle and others, and is summarised in the CPHEEO

manual.

To allow for settlement and soil movement, it is recommended that all

sewers are provided with flexible joints, which should also be self-

centering. Such joints are normally formed using rubber rings. The pipe

spigots and the interiors of their sockets should be smooth and sound, and

made to tolerances which allow this type of jointing.

3.8. MINIMUM AND MAXIMUM SEWER PIPE SIZES

3.8.1. MINIMUM SEWER SIZES

The Design Manual recommends that the minimum sewer pipe size should

be 150 mm diameter except for very hilly areas where it may be reduced

to 100 mm diameter.


36


In many places, sewer blockages regularly occur in the smaller diameter

sewers due to misuse by the public, and it is therefore usual to stipulate a

minimum diameter of 200 mm for public sewers.

It is proposed to adopt minimum size of proposed public sewers as 150 mm

diameter.

It should be noted that this minimum size does not apply to property

connections. The suggested minimum size for these is 100 mm diameter.

3.8.2. MAXIMUM SIZES OF SEWERS

Theoretically, the maximum required size of a sewer pipe depends upon

various factors including anticipated maximum flows, the available

gradients and flow criteria. It also depends upon what large sizes of pipes

are locally available.

Economics are also important but are not the only factor to be

considered. After a certain size, it becomes cheaper to construct

duplicate sewers instead of a single large sewer, when every cost factor -

cost of pipes including handling and transport, costs of trench excavation

and backfilling, costs of pipe laying and jointing, costs of pipe bedding

and other support and protection, the anticipated annual increase in the

flow with which the sewer must deal, etc. - is taken into account.

3.9. NORMAL MINIMUM DEPTHS FOR SEWERS

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 or having a sewerage

pumping station. The suggested rule is that sewerage pumping stations

should only be proposed with great reluctance, when absolutely

necessary.

Sewers should always if feasible be laid at depths which will

accommodate not only all existing properties but also any future

properties within the area which sewers are designed to serve.

Minimum depths of cover over sewers are often given as 1200 mm in roads

and 900 mm in all other areas. Normal current practice is to have at least

1 m cover above the top of the sewer. It should be noted that the depth

of a sewer is not the distance between the sewer invert and the ground

level.


37


However, applying these criteria to initial lengths of sewer in flat areas will

lead to unnecessarily deep sewers, and the cost of providing protection to

the first length of a shallow sewer will be saved by the reduction in depth

of all the subsequent sewer lengths.

A shallow sewer at a depth of 0.6 m, with adequate protection against

damage by proper concrete shrouding, will be considered acceptable

when this is justified economically and is not technically detrimental

It is recommended to adopt a minimum depth of sewer as 1.0 mtrs in

general and 0.6 mtr for shallow sewers.

3.10. MANHOLE DESIGN AND SPACING

3.10.1. MANHOLE DESIGN

The Design Manual has a comprehensive section on recommended

manhole design with sizes, depending upon both the depth and the size

of the sewers, for circular manholes as shown in the following Table 3.1

which are in general adopted.

Table 3.1: Minimum Diameters for Circular Manholes (Sewerage Manual, 1993)

Manhole Depth (m) Minimum Manhole Diameter (mm)

0.90 - 1.65 m

900 mm

1.65 - 2.30 m

1200 mm

2.30 - 9.0 m

1500 mm

9.0 - 14.0 m

1800 mm

It is recommended to adopt these recommendations with suitable

modification as described below:

For Brick manholes, following four configurations have been adopted

Type Manhole Depth (m) Minimum Manhole Diameter (mm)

A

0.90 - 1.65 m

900 mm B

1.70 - 2.50 m

1200 mm

C

2.60 - 5.0 m

1500 mm D

5.1 - 9.0 m

1800 mm


38


For RCC Manhole, two configurations type E (upto 3.5 mtr diameter) and F

(beyond 3.5 mtr diameter) with different depth categories have been

adopted:

Type Outgoing Sewer Diameter

Minimum Manhole Diameter (mm)

E & F 700 1400 800 1500 900 1550 1000 1750 1200 2000 1400 2200

General observations:

Manholes less than 4.5 m deep are normally circular in shape and

constructed with cement-mortared Brick masonry with internal plastering.

Circular construction is preferred to rectangular from strength

considerations..

Manholes equal to 4.5 m depth or greater are constructed from cast in situ

reinforced concrete or Precast concrete rings.

Recently, pre-constructed plastic manhole have also been introduced in

the market and the manufacturers claim several advantages for them

such as ease of installation and speedier construction of the system,

corrosion free service etc. However, the plastics are thermo-labile and

may yield under superimposed loads especially during summers. Further,

their protection against UV and abrasion is not yet established and they

have to be proven by way of long service in tropical countries before their

large-scale adoption can be considered.

Manholes covers:

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 housed/fit in to a cast iron frame which is

embedded in a reinforced concrete manhole cover slab. The same is

proposed to be adopted for this project.

Step irons:

It is proposed to use Cast iron steps in this project.

3.10.2. MANHOLE SPACING


39


The Design Manual recommends that the maximum spacing of manholes

on sewers which cannot be entered for cleaning or inspection should be

30 meters. For sewers of diameter above 900 mm, subject to operational

and maintenance requirements / procedures the spacing may be in the

range of 90 meters to 150 meters and for sewers exceeding 1500 mm

diameter the spacing may be increased to 200 meters.

It should be noted that the above criteria are qualified by the fact that

manholes should be provided at every change of alignment, grade or

diameter, at the head of every system and at every junction of two or

more sewers. Additionally, it is a widely followed norm that all property

connections should be connected to the sewerage system at a manhole.

Therefore the actual spacing will generally be less than the standard

spacing recommended by the Manual.

3.11. FLOW CAPACITY OF SEWERS

The Design Manual recommends that a sewerage system should be

designed to flow 80% full at peak dry weather flow.

The Design Manual says that storm water should not be expected to enter

the sewerage system.

3.12. SEWAGE SEPTICITY & VENTILATION

Positive steps need to be made to minimise the chances of corrosion in

the future. The recommended precautions are based mainly upon

keeping the sewerage systems well ventilated. 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 columns should be considered on the sewerage

system where there are older property connections with

intercepting traps.


40


� The National Building Code of India realises the need for and

encourages sewer ventilation through ventilating pipes on property

connections.

� The National Code describes and supports various domestic

plumbing systems for dealing with both sullage and human excreta.

It is recommended to adopt following practices

� 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 above 450 mm with a spacing of 300 mtr.

� It is proposed that 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.

3.13. SEWAGE PUMPING STATIONS AND PUMPING MAINS

3.13.1. GENERAL

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.

Sewage pumping is always a management problem. Sewage pumping

results in the environmental impacts of noise and odor, and there are

always environmental risks associated with failure of the pumping station.

Also the station creates an environmental nuisance because of the need

of vehicular access for repairs, maintenance and sludge removal.

3.13.2. RECOMMENDATIONS

All pumping station shall be preceded by a mechanical screen. A clear

spacing between bars as 25 mm at lift station is adopted.

For simplicity of maintenance, the sewerage pumping stations of the wet

well type are proposed. The electrically driven submersible pumps should

be unchokeable and wear-resisting types, capable of passing solids up to

100 mm spheres, and should operate close to their points of maximum


41


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. 5 pumps are usually

provided comprising of 2 of 1/2 DWF, 2 of 1 DWF and 1 of 3 DWF capacity”.

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.

NRCD Guidelines Recommendations

Preference may be given to submersible pumps wherever, feasible, they

being cheaper and operation friendly.

Configuration of sewage pumps shall be as below;

Where rising main is long Peak flow/2 pumps

Non peak flow pumps

2 nos. 2 nos.

Where rising main is short Peak flow/4 pumps 5 nos. 1 standby

It is proposed to provide submersible pumps 4 working and 1 standby in

numbers of capacity Peak flow/4 at all the lift stations as per NRCD

recommendations

3.13.3. 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 150 mm to minimise

the chances of blockages. Anchor blocks are required at all changes in

direction of the pumping main.


42


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 and other chambers into which pumping mains discharge

should be well-ventilated to avoid a build-up of hydrogen sulphide, the

release of which is commonly caused by turbulence.

3.14. 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 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 is sufficiently high so that it is clear of

the water during maximum flood flow levels.


43


Chapter 4.Chapter 4.Chapter 4.Chapter 4. Existing InfrastructureExisting InfrastructureExisting InfrastructureExisting Infrastructure

4.1. EXISTING WATER SUPPLY

4.1.1. EXISTING ARRANGEMENTS

The water supply of town is maintained by Public Health Engineering

Department. Most of the areas are covered by water supply network only.

There are no piped water supply arrangements maintained by any private

body.

The source of water for Municipal water supply of the town is ground

water. There are number of tube-wells through which ground water is

drawn. There are three number of high yield tubewells, the locations of

which are as follows:

� Ward No 14 – Masjid Chowk

� PHED Office – Ward No 17

� Meenapur – Ward No 33

All these tubewells are in working conditions and are used for pumping

water to Service Reservoirs and for boosting directly in water supply

networks.

There is no water treatment plant in the town as the source of water

supply in the town is ground water. In most of the houses, hand operated

handpumps are used to draw water from shallow ground water aquifer.

Disinfection using chlorination is being practiced in the town water supply.


44


The daily water supply in the town is around 92 LPCD.

In addition, almost all the households of the town have shallow hand

pumps to meet their daily water requirement and the water table in town

is quite shallow due to its proximity with Ganga & Gandak rivers.

Considering these private sources of water supply, the average daily

water supply of the town is 135 LPCD.

The average water table in the town is around 15 mtrs.

4.2. EXISTING STORM WATER DRAINAGE FACILITIES

4.2.1. RIVER GANDAK

The town Hajipur is situated on the banks of River Gandak. The river

Gandak flows from North to South Direction. The danger level of river

Gandak at Hajipur is 50.32 meters. The flood level of River Gandak at

Hajipur town for different years are as follows:

Year Maximum Water Level in meters at

Hajipur in Month of September

1990 48.83

1991 50.03

1992 49.05

1993 49.12

1994 49.36

1995 49.11

1996 49.9

1997 49.07

1998 49.72

1999 49.46

2000 49.31

The max water levels in river Gandak in month of September for different

years are depicted pictorially below:


45


4.2.2. EXISTING DRAINS

There is a major drain from Rajendra Nagar to Subhash Chowk via

Bagdulhan to Ghurdaur Pokhar. It drains most of the town. The width &

depth of drain is varying along its alignment. It is 6 feet wide and 6 feet

deep.

Ghurdaur Pokhar Ghurdaur Pokhar

The condition of existing drains is not satisfactory. The existing drains are in

dilapidated condition. Moreover, due to inefficient solid waste disposal

system in town, most of the drains are choked by polythene bags and

often overflows.


46


Existing Drains Existing Drains

There are number of surface depression spread all across the town. In

these depressions during monsoon, the rain water is collected causing a

threat of public health & safety. The major locations where storm water &

wastewater get collected are as follows:

� Sahi Colony

� Vir Kunwar Singh Colony

� Sanchi Patti

� Hela Bazaar

� Power House East & West

� Jarua Dhobia Pokhar

� Ishupur

� Jarua Bari Tola

4.3. EXISTING SEWERAGE SYSTEM

There is no sewerage system in the town. The sewage & wastewater is

disposed of using different on-site sanitation methods.

4.3.1. SANITATION METHODS

The most common on-site wastewater treatment & disposal practice

adopted in town is Septic Tank. In most of the households in newly

developed areas and in areas within already developed city the houses

with adequate space within its premises wastewater from water closets is

connected to septic tanks. The supernatant from these septic tanks is

discharged in road side gutters. This wastewater is drained to nearest

depression creating pond there.


47


Kutcha toilets are not uncommon in the town. Though under various

programmes, a large number of kutcha toilets are converted in flushed

toilets, still in the high density area where individual households have no

open space around, one can find kutcha toilets.

Open defecation is also not uncommon in the town. In areas near the

bank of river Gandak and in areas lying at outskirts of town, open

defecation is very common in the town.

In general, the sullage water fixtures & fittings are connected with open

storm water collection system. All the sullage from different household

activities is discharged in roadside nalis & drains. The sullage after flowing

in drains is collected in nearby local surface depressions. This collected

sullage create unsightly conditions in the locality. These ponds of collected

sullage are potential threat to public health as these are breeding

grounds of mosquitoes etc.

4.3.2. COMMUNITY TOILETS

In all, there are six community toilets in the town. The location of these

community toilets is as follows:

S.No. Location

1 Gandhi Chowk near Nagar Parishad

2 Samaharanalaya Campus East

3 Hospital Campus

4 Hajipur Guddari Campus

5 Kunhara Ghat near Durga Mandir

6 Jarua Guddari

These community toilets are operated & maintained by NGO

“Sulabh”/Municipal Council.

4.3.3. NEED OF THE PROJECT

The general drainage of the town is through open drains and these drains

often find their way to nearby rivers Ganga & Gandak increasing the

pollution load on receiving waters and consequently deteriorating water

quality of these rivers and damaging the aquatic ecology of these rivers.


48


The absence of appropriate sanitation facilities has led to gross

contamination of nallahs and surface water in and around the town,

posing high risks through water borne diseases.

The present system of disposal of WC effluents is through open drains or

septic tank. These drains dispose in lower areas and ponds thereby

creating crude pollution of environment and water bodies. Only few

house holders have got septic tanks constructed in their houses. The

effluent from septic tanks is discharged in open drains and are often

overflow, causing bed smell, unhygienic condition & breeding of

mosquitoes. Carrying sullage through open drainage system is entirely

unsatisfactory and unhygienic. Generally, disposal through septic tanks

are recommended only for isolated dwellings away from habitat. With the

increasing population and rise in population density of residential area,

the problem may become serious for disposal of effluent from septic tanks,

because of poor soaking capacity of the soil. Besides due to increasing

pressure on land for residential purposes, sufficient land may not be

available for providing on site disposal system in the already developed

residential areas (old areas).

Location of large number of soak pit/septic tanks within the area of

municipal council, must be causing pollution of groundwater in the

vicinity.

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

the people of Hajipur 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

especially because the soil, owing to irrigated area/ canal /high level of

water table, does not have soaking capacity.

After execution of sewerage system by providing underground sewer pipe

line network followed by sewerage treatment plant, there will be a

marked improvement in water quality of river Ganga & Gandak and the

public of Hajipur would find great relief from unhealthy and unhygienic

environment.


49


Chapter 5.Chapter 5.Chapter 5.Chapter 5. Population ProjectionPopulation ProjectionPopulation ProjectionPopulation Projection

5.1. HISTORICAL TREND

The experience of Indian urbanization can be broadly classified into four

periods: pre-1920, 1920-1947, post-1947 till 1991(liberalization) and post

liberalization. In the pre-1920 period, urbanization largely was a result of

commerce and trade rather than industry, with security playing a small

but significant role in some cases. The initial growth, till 1931, was

extremely slow, but began to pick up pace as the influence of

transportation sector expansion was added to the influence of the

manufacturing and service sectors.

Bihar is India’s poorest and most backward state. It also has the second

highest density of population, despite being the least urbanized. In terms

of distribution of age, it is also the “youngest” state in India. Bihar has just

130 in Class I, II and III categories. The state has ten Class I towns, 23 Class II

towns and 97 Class III towns.

Even more interestingly in Bihar we see a reversal of the trend of fast rising

urbanization, seen not only in the rest of the country, but also the entire

developing world. In terms of urbanization Bihar has the least number of

people living in towns with just 15.2% residing in them as compared to

28.8% in the rest of India.


50


There seems to be a reverse flow in the last decade with urban Bihar

actually contracting from 11.4 million in 1991 to 8.7 million in 2001, a

decrease of 23.6% though the state’s decennial population growth rate of

28.4% was among the highest in the country. One reason for this is the

“loss” of Jharkhand with large towns like Ranchi, Dhanbad and

Hazaribagh and with the urbanized population accounting for 6 million of

its 26.9 million.

Even after accounting for this significant event, the level of urbanization in

2001 was 13.19%, which is marginally less than what it was (13.38%) in 1991.

The declining pace of urbanization in Bihar can be attributed to low

industrialization around (and in) urban areas, which has possibly

discouraged youths from rural areas in quest of employment to migrate to

the cities of the state. The deteriorating physical conditions in the towns

contribute just as much as the lack of economic opportunity to the

reversal in urbanization in Bihar.

The approach to the process of urbanisation until recently has been

largely "reactive" in the sense that problems have sought to the addressed

in a knee-jerk manner. Urban planning needs to be anticipating and

based upon an integrated approach to address the various dimensions of

urban development.

Nevertheless, the growth of population and marginal influx into urban

areas has put the aging and creaking urban infrastructure and services

under a severe stress. The increasing pressure on urban environment is

taking its toll on the quality of life of the urban population.

In addition to the low industrialization of truncated Bihar, until recently,

there is little by way of urban construction or renewal in Bihar.

The population figures of Hajipur city must be viewed in the above context

as well and interpreted accordingly. Further, the city has a very close

proximity to Patna, the State Capital, from which it is only ~12 km away.

The census data available from the census year 2001 are reproduced

below:

S.No. Year Population

1 1901 21398

2 1911 19233

3 1921 16760

4 1931 19299


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S.No. Year Population

5 1941 21963

6 1951 25149

7 1961 34044

8 1971 41890

9 1981 62520

10 1991 87687

11 2001 119412

The city has shown a negative growth from 1901 to1921 which in part

recurrent famines & floods may account for. It has grown steadily

thereafter Certain anomalies are clearly visible in population growth trend

from these records. There is a high population growth after independence

that is quite understandable, in the context of partition and its aftermath,

followed up by rural to urban migration.

The decadal growth & incremental increase rate in the past decades as

per census data is reproduced as below:

S.No. Year Population Decadal Growth

(Increase in

Population per

Decade)

% Increase in

Population per

Decade

Incremental

Increase

1 1901 21398

2 1911 19233 -2165 -10.12%

3 1921 16760 -2473 -12.86% -308

4 1931 19299 2539 15.15% 5012

5 1941 21963 2664 13.80% 125

6 1951 25149 3186 14.51% 522

7 1961 34044 8895 35.37% 5709

8 1971 41890 7846 23.05% -1049

9 1981 62520 20630 49.25% 12784

10 1991 87687 25167 40.25% 4537

11 2001 119412 31725 36.18% 6558

9801.4 20.46% 3766

The graphical representation of past population trends is shown below:


52


The city’s population growth rate has considerably increased in the last

decade, and can be considered on higher side. There were two distinct

peaks in the growth rate curve. The first one was during decades when

the decadal average growth rate was approximately 36 percent and the

other one was in the 1971 –81 decade when it abruptly increases up to

49.2% from the past decade.

The first of the two peaks can be attributed to the change in-the definition

of Urban Areas.

The city’s population growth rate is showing a decreasing trend in the

since 1981 and was 36.2% percent in the last decade (1991-2001) The

decreasing trend of population is a sign of absence of economic

opportunities in the city and perhaps an overloading of infrastructure and

security not addressed effectively. Thus Patna appears to have acted as

the preferred destination for new migrants.

5.2. CENSUS 2001

As per Census 2001, the population of town Hajipur is 119412. The town has

39 number of wards. The ward wise population of town as per 2001 census

is as follows:


53


S.No. Ward

No.

Population

2001

1 1 2862

2 2 2613

3 3 3223

4 4 2914

5 5 2563

6 6 3290

7 7 2786

8 8 2743

9 9 2747

10 10 3336

11 11 2917

12 12 2908

13 13 3299

14 14 3486

15 15 3472

16 16 2850

17 17 3317

18 18 3234

19 19 2736

20 20 2725

21 21 2991

22 22 3048

23 23 2941

24 24 3062

25 25 2936

26 26 3485

27 27 2978

28 28 3530

29 29 3143

30 30 3237

31 31 2720

32 32 3017

33 33 3134

34 34 2615

35 35 3207

36 36 2796

37 37 3408

38 38 3547

39 39 3596

Total 119412

Index plan showing city wards is available on the following page


54


5.3. POPULATION PROJECTIONS METHODOLOGY

A number of methods for population projection are recommended by

Manual of Water Supply and Treatment by CPHEEO and are listed below:

i. Demographic Method of Population Projection

ii. Arithmetic Increase Method

iii. Incremental Increase method

iv. Geometric Increase Method

v. Decreasing Rate of Growth Method

vi. Graphical Method

vii. Logistic Method

viii. Method of Density

The different mathematical formula used for population projections are as

follows:

(i) Arithmetic increase Method

(ii) Incremental Increase Method

(iii) Geometric Increase Method

Manual on water supply says that

i. Arithmetical Increase method is generally applicable to large

and old cities. This method gives a low value and is suitable for

well settled and established communities.


55


ii. Geometrical increase method gives much higher value and is

mostly applicable for growing towns and cities having vast scope

for expansion.

iii. Incremental increase method increases the figures obtained by

the arithmetical increase method.

iv. Graphical Method – In this method population curve of the city

(i.e. population v/s past decades) is smoothly extended for

getting future value. This extension has to be done carefully.

5.4. POPULATION PROJECTION

The Sewerage System is recommended to serve for a period of 30 years as

per guidelines of the ‘Manual on Sewerage & Sewage Treatment’

published by C.P.H.E.E.O., Ministry of Urban Development, Government of

India, therefore, the design period of the proposed system has been

adopted as Year 2041 with the assumption that the project execution will

start in 2009 and project facilities will start functioning by Year 2011.

The population of Hajipur town has been projected using Arithmetic

increase, Incremental Increase, Geometric Increase and Graphical

Projection methods. The growth rates for past decades from 1961 onwards

have been considered, as pre-independence decades are not

representative of currently observed growth trends. The detailed

population projection exercise is available at Annexure ‘A-2’.

The projected population of town by different methods is summarized

below:

S.No Year Projected Population

Arithmetical Progression Method

Geometric Method

Incremental Increase Method

Graphical Projection Method

Average of four

methods

1 2001 119412 119412 119412 119412 119412

2 2008 134350 147980 139087 147336 142188

3 2011 140752 162229 148714 160219 152979

4 2021 162092 220399 185975 208021 194122

5 2026 172762 256891 207591 234723 217992

6 2031 183432 299426 231196 263293 244337

7 2041 204772 406790 284377 326036 305494


56


0

50000

100000

150000

200000

250000

300000

350000

400000

450000

2001 2008 2011 2021 2026 2031 2041

Projec ted Population A rithmetic al Progres s ion Method Projec ted Population Geometric Method

Projec ted Population Inc remental Inc reas e Method Projec ted Population Graphic al Projec tion Method

Projec ted Population A verage of four methods

The results of population projections for the town are depicted graphically

below:

It is recommended to use average of all the four population projection

methods for arriving at the design population of municipal area of Hajipur

town for this project as arithmetic increase and increment increase

method are providing too low results that do not represent present or likely

future growth rates, considering that many of the bottlenecks to the

growth are likely to be addressed by UIDSSMT and IHSDP as also to relieve

pressure on Patna. The results provided by Geometric growth rate method

and Graphical projections made in respect of growth potential provided

comparative larger figures. A more realistic assessment for design

population can be arrived at by taking average of all the four methods.

The future populations for various years is adopted as arrived by

averaging all the four projection methods and provided below:

S.No Census Year

Adopted Projected Population

1 2001 119412

2 2008 142188

3 2011 152979

4 2021 194122

5 2026 217992


57


S.No Census Year

Adopted Projected Population

6 2031 244337

7 2041 305494

5.5. MICRO LEVEL POPULATION PROJECTION

Considering the Growth potential and physical limitations, Wards of

Hajipur town have been divided in three Categories; which are:

I Wards with high growth potential.

II Wards with moderate growth potential.

III Fully saturated wards

The Old city, which is at the heart of the city, is densely populated and has

almost reached its saturation density with the caveat that multistory

construction is strongly prohibited, as it should be. Quite a few people

have migrated to outer colonies. However, vertical growth is taking place

of late in the newer areas and should be strictly regulated so as to match

the existing and planned infrastructure. The wards in these areas

especially near the Highway and towards Patna could have very high

growth in future.

The areas especially around Old city, eg. 17 to 22 are already in an overly

developed state and also some of the other areas such as ward no 5 near

Railway Station etc. are comparatively well developed. The wards

covering such areas are considered to grow at low pace.

The areas in wards e.g. 6,8, 12 to 13, 24 to 26, 29 to 32 , 34, 35 , 37 to 39

have significant open areas and reasonable to good connectivity and

are expected to grow at much higher pace on these accounts. Rest of

the areas are considered in category II which are either physically

constrained e.g. due to railway lines, canals, rivers etc. and have only a

moderate scope for future growth.

The projected populations at micro level for individual wards as carried

out are as follows:

S.No. Ward

No.

Population

2001

Area

(Ha)

Density

2001

Growth

category

Density

2041

Population

2041

1 1 2862 91.5312 31 II 70 6407

2 2 2613 54.769 48 II 110 6024

3 3 3223 47.768 67 II 160 7642


58


4 4 2914 45.243 64 II 150 6786

5 5 2563 20.037 128 III 190 3807

6 6 3290 42.265 78 I 250 10566

7 7 2786 29.959 93 II 215 6441

8 8 2743 41.865 66 I 210 8791

9 9 2747 44.397 62 II 150 6659

10 10 3336 32.032 104 II 250 8008

11 11 2917 17.303 169 II 400 6920

12 12 2908 66.741 44 I 140 9343

13 13 3299 44.372 74 I 250 11092

14 14 3486 9.765 357 II 840 8202

15 15 3472 17.687 196 II 460 8136

16 16 2850 14.349 199 II 465 6672

17 17 3317 17.257 192 III 280 4831

18 18 3234 28.153 115 III 175 4926

19 19 2736 36.578 75 III 110 4023

20 20 2725 13.400 203 III 300 4019

21 21 2991 28.739 104 III 150 4309

22 22 3048 16.996 179 III 260 4419

23 23 2941 24.390 121 II 300 7317

24 24 3062 15.438 198 I 650 10034

25 25 2936 195.303 15 I 45 8788

26 26 3485 46.298 75 I 240 11111

27 27 2978 25.055 119 II 280 7015

28 28 3530 76.504 46 II 105 8032

29 29 3143 41.663 75 I 240 9999

30 30 3237 28.840 112 I 370 10670

31 31 2720 145.718 19 I 60 8743

32 32 3017 58.305 52 I 165 9620

33 33 3134 11.584 271 II 675 7818

34 34 2615 26.459 99 I 320 8466

35 35 3207 34.342 93 I 300 10302

36 36 2796 9.067 308 II 700 6346

37 37 3408 100.732 34 I 110 11080

38 38 3547 263.572 13 I 40 10542

39 39 3596 128.759 28 I 90 11588

Total 119412 305494


59


Chapter 6.Chapter 6.Chapter 6.Chapter 6. PPPProposed Sewerage Systemroposed Sewerage Systemroposed Sewerage Systemroposed Sewerage System

6.1. INTRODUCTION

Sewer networks are designed to collect & convey the wastewater

generated in properties across the town to its treatment/disposal site.

Sewer networks are planned & designed to achieve its intended objective

throughout its lifetime without any risk to public health, public safety &

environment.

The objective for properly designed sewer networks is to

� Achieve self cleansing velocity to avoid silt depositions.

� Effective ventilation

� Avoidance of back surcharging

� To minimize the infiltration

� Structurally safe

While designing the sewer network for this project all the above objectives

have been kept in consideration.

6.2. PROPOSED SEWERAGE ZONES

The drainage zone boundaries are generally restricted by natural & man-

made features such as Railways, National Highways, Rivers, Canal, Drains

etc. The major geographical features that delimits the zonal boundries are

National Highway No 19 from Patna to Muzzafarpur and railway lines.


60


Constraints from these features, the town is divided in three major

geographical zones as described below:

� The Zone in North West direction with its south-east boundary as

railway lines passing through the town.

� The zone east of National Highway

� Rest of the town lying south of National Highway

Considering the ground relief, the major sewerage zones emerges are as

follows:

� The Zone in North West direction in north of railway line comprising

of ward No. 1, 2 and 3. This area is draining towards its eastern

border.

� The zone in between the railway line and national highway

comprising of Ward Numbers 4, 5, 6 and 8 is sloping in north-eastern

direction near Ramashish Chowk, Golamber.

� The zone comprising of ward No. 11, 12, 13, 14, 15, 16, 17, 18, 19, 20,

23, 24 and 27 is also sloping towards north eastern direction towards

Ramashish Chowk, Golambar.

� The area along the National Highway to its west direction

comprising of ward no 25, 26, 28, 32 and 37 is sloping towards

Yusufpur area near National Highway.

� The area east of national highway.

There is natural drain in the northern side of town which flows from Gandak

River towards River Ganga. This canal is about 20 feet wide and 8-10 feet

deep. It is proposed to discharge treated effluent in this canal for its

ultimate disposal in River Ganga.

Drain Drain


61


6.3. PROPOSED NETWORK LAYOUT

Sewer networks layout is planned for the project area keeping in

consideration following broad principles.

� Minimise the crossings of major barriers like National highways,

Railways, Rivers, Drains, canals.

� Sewers are laid along natural drainage line to minimize the depth of

excavation.

� The drainage path from different locations to disposal site is to kept

minimum.

� Trunk & sub-trunk mains layout is kept along major roads.

Looking to the town topography and lateral expanse of town population,

whole of town is proposed to discharge at a single location. The selected

disposal point is on the northern side of Industrial area of Hajipur Town.

The sewer network is laid to follows the ground profile within the zones as

described above. Along the National Highway sewers are proposed to be

laid on both the sides to avoid crossings.

It is proposed to provide two pumping stations in the proposed network to

restrict the depth of excavation to 8.0 mtr in general, which are as below:

Pumping Station No 1 : This pumping station is proposed to be located

near Gudha Pokhar. It will receive wastewater from whole of the north-

western area and South-Western area.

Pumping Station No 1 is proposed at node 2535. The wastewater collected

from this zone is pumped to Node No 2549 through a pumping main of 500

mm diameter. The flow for various years at this pumping station are as

follows;

Average Flow (lps) Peak

Factor

Infiltration Peak Flow(lps)

2011 2026 2041 2026 2041

124.619 177.580 248.86 2.25 10.74 410.29 570.68

The details of pumps proposed to be provided at this pumping station is as

follows:

Flow

Cum/hr

Head Efficiency Number Standby kW Adopted

369.26 13 50% 4 1 26.1 27.0


62


Pumping Station No 2 : This pumping station is proposed to be located

near Yusufpur area. It will receive wastewater from southern area of town.

Pumping Station No 2 is proposed at node 1593. The wastewater collected

from this zone is pumped to Node No 2556. The flow for various years at

this pumping station are as follows;

Average Flow (lps) Peak

Factor

Infiltration Peak Flow(lps)

2011 2026 2041 2026 2041

46.025 65.584 91.91 2.25 4.41 151.97 211.21

The details of pumps proposed to be provided at this pumping station is as

follows:

Flow

Cum/hr

Head Efficiency Number Standby kW Adopted

136.78 12 50% 4 1 8.9 9.0

There is one railway crossing near railway over-bridge. There are five

National Highway crossing in the town, locations are as follows; It is

proposed to get these crossings through trenchless technology.

� Firangi Roy Chowk

� Ram singh chowk Golambar 1

� Paswan Chowk

� South of Hotel Food & Fun

� Underpass on Nakash Road

The outfall will follow the Jandaya road and move eastwards, collecting

the wastewater from southern area shall move northwards through

Industrial area and terminate at proposed Sewage Treatment Plant Site.

The area just at the southern boundary of has general ground profile in

southward direction. This area is still undeveloped and connecting this

area to proposed sewer network will further deepen the whole network,

therefore this area is not considered in the proposed sewer network.

6.4. DESIGN OF SEWERAGE NETWORK

Proposed Sewerage network has been designed using the design

principles described in Chapter 3: Design criteria. The major criteria used

are provided below:


63


� A per capita water supply figure of 135 LPCD with 80% contributing

to wastewater is adopted to arrive at expected wastewater flows in

sewers.

� An infiltration value of 250 lit/manhole/day in pipe is adopted

considering the high water table in the town.

� A minimum diameter of sewer pipe is adopted as 150 mm as

currently in practice.

� A minimum earth cover of 1.0 m is kept for all the pipes.

� For sewer pipes in initial reaches, it is difficult to achieve the

minimum velocity of 0.8 m/s. It is proposed to lay 150 mm diameter

sewers at a gradient of 1 in 160 and to have provision of mobile

flushing units for regular flushing all initial sewers at regular time

interval.

� All subsequent pipes are designed to achieve a minimum flow

velocity of 0.8 m/sec.

� Crown of outgoing sewer is matched to crown of lowest of

incoming sewers in that particular manhole.

The detailed result of hydraulic analysis of sewer network is available at

Annexure ‘A-3’. The summary of sewer network is as below:

Diameter

(mm)

Length of

Sewers (m)

150 21078.2

160 20164.0

200 135122.2

250 3367.4

300 2280.2

350 4714.6

400 2807.7

450 13.2

500 1541.9

600 1881.5

700 1848.9

800 768.5

1000 697.3

1200 2129.2

Total 198414.8


64


The depth wise summary of different diameters is as follows:

1-2m 2-3m 3-4m 4-5m 5-6m 6-7m 7-8m 8-9m Total

150 20994 38.6 45.6 21078.2

160 20164 20164

200 77980.7 32819.5 14656.7 5757.1 2852.1 902.2 153.9 135122.2

250 794.7 940.3 1380.2 252.2 3367.4

300 314.9 607.9 1119.3 238.1 2280.2

350 252.3 1531.5 622.1 2153.5 155.2 4714.6

400 279.1 1722.3 712.6 93.7 2807.7

450 13.2 13.2

500 619.4 922.5 1541.9

600 441 478.8 745.4 216.3 1881.5

700 1062.5 786.4 1848.9

800 768.5 768.5

1000 529 143.3 25 697.3

1200 105.8 1526.3 437.8 59.3 2129.2

Total 119138.7 33828.1 16686.3 9115.9 7826.8 8225.4 3534.3 59.3 198414.8

Length of Sewers for Depth (m)Diameter

6.5. STRUCTURAL DESIGN OF SEWER PIPES

Generally sewers are laid in ditches or trenches by excavation in natural or

undisturbed soil and then covered by refilling the trench to the original

ground level.

6.5.1. LOAD PRODUCING FORCES

The vertical dead load to which a conduit is subjected under trench

conditions is the result of two major forces. The first component is the prism

of soil within the trench and above the top of the pipe and the second is

due to the friction or shearing forces generated between the prism of soil

in the trench and the sides of the trench produced by settlement of

backfill .the resultant load on the horizontal plane at the top of the pipe at

the top of the pipe within the trench is equal to the weight of the backfill

minus these upward shearing forces.

Soil loads

The loads on rigid conduits in trench condition is given by the marston’s

formula in the form

Wc = Cd x w x B2 x d

• Wc = the load on the pipe in kg per linear meter

• W = the unit of backfill soil in kg/m3

• Bd = the width of trench at the top of the pipe in m and


65


• Cd =the load coefficient which is a function of a ratio of height of fill

to the friction coefficient between and the backfill and the sides of

the trench.

Equation gives the total vertical load due to backfill in the horizontal

Plane at the top of the conduits as shown in fig, if the pipe is rigid. For

Flexible conduits ,the formula may be modified as

Wc = Cd w Bc Bd

Where Bc is the outside width of the conduit in m

Concentrated load

The formula load due to superimposed load such as a truck wheel is Is

given in the following from by Holl’s integration of Boussinesq,s Formula

Wsc = Cs (PF/L)

Where

• Wsc = the load on the conduit in kg/m

• p = the concentrated load in kg acting on the surfaces

• F = the impact factor(1.0 for air field runways 1.5 for the highway

Traffic and the air field taxi ways, 1.75 for the railways traffic

• Cs = the load coefficient which is a function of Bc/2H and L/2H

• H = the height of the top of the conduits to ground surface in m

• Bc = the outside width of conduit in m, and

• L = the effective length of the conduit to which the load is

transmitted in m.

The effective length of the conduit is defined as the length over which the

average load due to surface traffic units produces the same stress in the

conduit wall as does the actual load which varies in intensity from point to

point. This is generally taken as 1M or the actual length of the conduit if ti is

less than 1m.)

6.5.2. SUPPORTING STRENGTH OF RIGID CONDUIT

The ability of a conduit to resist safely the calculated earth load depends

not only on its inherent strength but also on the distribution of the vertical

load and bedding reaction and on the lateral pressure acting against the

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

expressed in terms of the three edge bearing test results, the conditions of


66


which are, however different from the field load conditions. The

magnitude of the supporting strength of a pipe as installed in the field is

dependent upon the distribution of the vertical load and the reaction

against the bottom of the pipe. It also depends on the magnitude and

distribution of the lateral pressure acting on the sides of the pipe.

6.5.3. LOAD FACTORS FOR DIFFERENT CLASSES OF BEDDING

The load factors for different class of beddings as recommended by

CPHEEO manual are as follows:

Class of

Bedding

Condition Load

factor

A a Concrete cradle plain concrete and lightly tamped backfill

2.2

A b Concrete cradle plain concrete with carefully tampled backfil

2.8

A c Concrete cradle RCC with p-0.4% Upto 3.4

A d Arch type plain concrete RCC with p-0.4% RCC with p-0.1% (p is the ratio of the area of steel to the area of concrete at the crown)

Upto 3.4 Upto 4.8

B Shaped bottom or compacted granular bedding with carefully compacted backfill

1.9

C Shaped bottom or compacted granular bedding with lightlyted backfill

1.5

D Flat bottom trench 1.1

The granular material used must stabilize the trench bottom in addition to

providing a firm and uniform support for the pipe. Well graded crushed

rock or gravel with the maximum size not exceeding 25mm is

recommended for the purpose

6.5.4. TECHNO-ECONOMIC ANALYSIS

The combination of pipe class and pipe bedding is arrived at by carrying

out a detailed techno-economic analysis. The unit rates of pipe laying and

pipe beddings are analyzed using SoRs currently enforced in State of

Bihar.

For different pipe diameters and invert depths, the various combinations

of pipe classes and pipe beddings are analyzed for their load carrying

capacity with required factor of safety. The loads are computed as per

recommendations of CPHEEO manual and as discussed above. The rates

of all the combinations of pipe classes and bedding types is calculated.

The final pipe class and bedding type combination is selected which can

withstand the imposed loads and which is most cost-effective. The


67


detailed analysis for different pipe diameters and representative invert

depths for this project is available at Annex A-7.

The summary of techno economic analysis is provided below:

1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 11000 12000

150 NP2 - A NP3 - A NP3 - A NP4 - A NP4 - A NP4 - A NP4 - A NP4 - A NP4 - A NP4 - A

200 NP3 - A NP3 - A NP2 - B NP2 - B NP3 - B NP3 - B NP3 - B NP3 - B NP4 - A NP4 - A NP4 - A

250 NP2 - B NP2 - B NP2 - B NP2 - B NP3 - B NP3 - B NP4 - A NP4 - A NP4 - A NP4 - A NP4 - A NP4 - A

300 NP2 - B NP2 - B NP2 - B NP4 - A NP4 - A NP4 - A NP4 - B NP4 - B NP4 - B NP4 - B NP4 - B NP4 - B

350 NP4 - A NP2 - B NP2 - B NP4 - A NP4 - A NP4 - B NP4 - B NP4 - B NP4 - B NP4 - B NP4 - B NP4 - B

400 NP4 - A NP2 - B NP2 - B NP4 - A NP4 - A NP4 - A NP4 - B NP4 - B NP4 - B NP4 - B NP4 - B NP4 - B

450 NP4 - A NP2 - B NP2 - B NP4 - A NP4 - A NP4 - A NP4 - B NP4 - B NP4 - B NP4 - B NP4 - B NP4 - B

500 NP2 - B NP2 - B NP4 - A NP4 - A NP4 - A NP4 - A NP4 - B NP4 - B NP4 - B NP4 - B NP4 - B

600 NP2 - B NP2 - B NP2 - C NP4 - A NP4 - A NP4 - B NP4 - B NP4 - B NP4 - B NP4 - B NP4 - B

700 NP2 - B NP2 - B NP2 - C NP4 - A NP4 - A NP4 - B NP4 - B NP4 - B NP4 - B NP4 - B NP4 - B

800 NP2 - B NP3 - A NP2 - C NP4 - A NP4 - A NP4 - B NP4 - B NP4 - B NP4 - B NP4 - B NP4 - B

900 NP2 - B NP3 - A NP4 - A NP4 - A NP4 - A NP4 - A NP4 - B NP4 - B NP4 - B NP4 - B NP4 - B

1000 NP3 - A NP3 - A NP4 - A NP4 - A NP4 - A NP4 - B NP4 - B NP4 - B NP4 - B NP4 - B NP4 - B

1100 NP2 - C NP3 - A NP3 - A NP3 - B NP3 - B NP4 - A NP3 - C NP3 - C NP4 - B NP4 - B NP4 - B

1200 NP3 - A NP4 - A NP4 - A NP4 - A NP4 - B NP4 - B NP4 - B NP4 - B NP4 - B NP4 - B

1400 NP3 - A NP4 - A NP4 - A NP4 - B NP4 - B NP4 - B NP4 - B NP4 - C NP4 - C NP4 - C

1600 NP4 - A NP4 - A NP4 - A NP4 - B NP4 - B NP4 - B NP4 - C NP4 - C NP4 - D NP4 - D

Invert Depths (m)Diameter

(mm)

The four bedding types adopted in this project are as follows:

Pipe Bedding Type Pipe Bedding description

A Shaped bottom or compacted granular bedding

with carefully compacted backfill

B Concrete cradle plain concrete with carefully

tampled backfil

C Concrete cradle RCC with p-0.4%

D Arch type plain concrete RCC with p-0.1%


68


Chapter 7.Chapter 7.Chapter 7.Chapter 7. Wastewater Treatment ProcessWastewater Treatment ProcessWastewater Treatment ProcessWastewater Treatment Process

7.1. GENERAL

Wastewater management is a costly business. Once wastewaters (i.e.

any combination of domestic sewage and industrial effluents) are

produced and collected in sewerage systems, then treatment becomes a

necessity.

Sewage has been seen as a problem requiring treatment and disposal.

Most conventional sewage treatment options are based on approaches,

which usually meant a reduction in biodegradable organic material and

suspended solids, plus perhaps some nutrients (nitrogen and

phosphorous). Treatment has involved the ‘removal’ of these pollutants,

but removal is usually conversion to another product, usually sludge. The

disposal of sewage sludge is a major consideration, and it is often seen as

an offensive product which is either dumped (now required to be land-

filled or used as compost) or burned.

7.2. SEWAGE CHARACTERISTICS

While determining quantity of flow it is essential to decide the capacity of

the treatment plant, equally important is to determine the characteristics

of the inflowing sewage on which depends the choice of treatment

methods/processes that may be adopted. Assessing the quality also helps

in


69


� deciding the beneficial uses that the effluent after treatment may

be put to.

� presence of industrial discharge, if any, can also be determined

� presence of toxicants or other interfering compounds like

surfactants

� quantity of nutrients present to support biological processes.

Domestic sewage primarily consists of spent water from kitchens,

bathrooms and toilets etc. The factors that influence the variation in

sewage quality are per capita consumption of water and economic

status as it affects water usage habits.

7.2.1. IMPORTANT PARAMETERS

Important parameters with relation to sewage quality reaching the

proposed STP are discussed below

7.2.1.1. PH VALUE

Normally due to various products used in households, pH of sewage is

higher (alkaline) than that of water supply. Discharge of small quantities of

trade effluent from textile processing units is not likely to affect the pH of

sewage. However if sewage flows long distance and is in not properly

ventilated sewers, it may turn septic i.e. pH may get reduced. In present

case sewers are of adequate size and well ventilated, therefore

development of septic conditions is not expected.

7.2.1.2. SOLIDS

It is obvious that solids, suspended and dissolved in spent water is

considerably higher than that in water supply. Though concentration of

solids is usually less than 1 percent, it contains substantial quantity of

putrescible (biodegradable) matter, which on decomposition yield foul

odour. Amount of suspended solids in ambient air is high all through the

year. This as well as the fact that in many households (especially in low

income group) ash or soil is used for cleaning the utensils results in higher

concentration of suspended solids (inorganic) in sewage. Cooking waste,

disposal of leftover and toilet effluents contribute to suspended solids of

organic nature.

7.2.1.3. NUTRIENTS

Basic nutrients of importance in STP are Nitrogen and Phosphorus

compounds. Leftover food materials containing proteins and other food


70


residues contain both the N and P compounds. Nutrients concentration in

relation to BOD in the approximate ratio of 100(BOD) : 5(N) : 1(P) is

considered adequate to support biological processes in STP. The sewage

analysis shows the presence of these in adequate quantity.

7.2.1.4. BIOCHEMICAL OXYGEN DEMAND (BOD)

BOD is a measure of concentration of biodegradable matter present in

water, measured under a standardized test procedure. Based on the long

term studies of sewage from various towns in India, it has been inferred

that on an average per person contribution of BOD is 45 gms/day. BOD is

an important parameter based on which secondary/tertiary biological

processes are designed and effluent discharge standards are set.

Wastewater containing degradable organic matter (BOD) when

discharged in a water body (river or lake) it consumes oxygen in the

process of oxidation of degradable matter, which results in depletion of

dissolved oxygen levels. Depletion of dissolved oxygen below the levels of

4 mg/l may result in mortality of fish and other aquatic life.

This in a way also governs the BOD concentrations that may be permitted

in treated effluent. If the effluent is discharged in a perennial river with

substantial discharge, higher BOD may be permitted as the rivers have

their own self purification capacity.

7.2.1.5. CHEMICAL OXYGEN DEMAND (COD)

COD represents the total oxygen required to oxidize all the organic

matter, degradable and non-degradable (refractory) present in sewage

as well as the oxygen consumed in oxidizing some of the inorganic salts

under the test conditions. As is clear from the definitions of BOD and COD,

COD representing overall oxygen requirements is always higher than BOD.

Further BOD to COD ratio is taken as biodegradability of the waste water.

Sewage normally has ratios varying from 1:2 to 1:2.5 and is considered as

“degradable”.

7.2.2. EXISTING WATER/WASTEWATER CHEMICAL ANALYSIS

To estimate the expected pollution load on proposed Sewage Treatment

Plant & to decide on treatment process, it is essential to have a thorough

knowledge of the strength of expected influent in terms on concentration

of various pollutants. It is equally necessary to have the knowledge of

concentration of various elements & compounds in drinking water

supplied to town as the users only add pollution to this supplied water.


71


7.2.2.1. DRINKING WATER CHARACTERISTICS

The drinking water supplied to town is analyzed for its composition.

Samples are collected from following locations:

� 1. Adalpur

� 2.Diggi West

The physical-chemical analysis of these water samples is as follows:

S.No. Parameters Unit Adalpur Diggi

West

1 Turbidity JTU 5 2

2 Color Units of Pt-Co Scale 5 5

3 pH 7.5 7.1

4 Conductivity Micromhos/cm 860 1076

5 Hardness Mg/l 420 380

6 Alkalinity Mg/l 260 320

7 Calcium Mg/l 120 80

8 Magnesium Mg/l 72 72

9 Chloride Mg/l 120 120

10 Sulphate Mg/l 100 100

11 Iron Mg/l 0.2 0.1

12 Nitrate Mg/l 5 5

13 Fluoride Mg/l 0.2 0.2

14 TDS Mg/l 700 700

15 Bacteria MPN/100ml -ve -ve

7.2.2.2. WASTEWATER CHARACTERISTICS


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An understanding of the nature of wastewater is fundamental to the

design and operation of wastewater collection, treatment, and reuse

facilities. Wastewater is characterized in terms of its physical, chemical,

and biological composition. Greater emphasis is being

It is not possible to assess the quality of sewage being generated as there

is no sewerage system. Whatever wastewater is flowing in open drains is

primarily sullage water discharged from kitchens and bathrooms mixed

with effluent from septic tanks. Even the discharge in open drains is

subjected to seepage and can not be representative. On the other hand

CPHEEO Manual on Sewerage and Sewage Treatment, based on its vast

experience, has recommended values to be adopted for towns in India.

Alternatively, the Manual of Sewerage & Sewage Treatment published by

CPHEEO recommends a per capita contribution of 90 gms of Suspended

Solids and 45 gms of BOD5 Days, 20Deg C.

The per Capita water supply for the town is 135 LPCD as recommended by

Manual of Water Supply Published by CPHEEO. These figures exclude the

Unaccounted for Water(UfW). Wastewater manual recommends

following:

“Generally, a 80% of water supply is expected to reach public sewers unless the

data available to the contrary. However, the sewers should be designed for a

minimum wastewater flow of 100 liters per capita per day.”

Adopting these recommendations, a wastewater contribution per capita

per day comes to be 80/100 * 135 i.e. 108 liters.

The BOD concentration in wastewater comes to be 45*1000/108 i.e. 417

mg/l and Suspended solids concentration comes to be 90*1000/108 i.e.

834 mg/l.

However, as indicated above, this does not include sundry UfW flows into

the sewers (which may be as high as 40% of water supplied). Further, it has

been established by research that the entire sewerage system acts as flow

through reactor with significant load of SS & BOD being removed prior to

entry into STP.

7.2.3. ADOPTED INFLUENT QUALITY

Based on the data from STPs from other similar towns, sewage

characteristics for the design purpose have been taken as follows:

S.No. Parameters Unit Values


73


S.No. Parameters Unit Values

1 BOD Mg/l 300

2 COD Mg/l 700

3 Suspended Soilds Mg/l 600

7.2.4. EFFLUENT STANDARDS

The Environmental Protection Rules 1986, vide its Section Vi provides

general standards for discharge of environmental pollutants for discharge

of treated effluent to Public Sewers, Inland Surface Waters, Land for

Irrigation and marine coastal areas.

The important standards for effluent discharging to inland surface waters &

land for irrigation are reproduced here.

S.No. Parameters Unit Inland

Surface

Water

Land for

Irrigation

1 Suspended Solids, max Mg/l 100 200

2 Biochemical oxygen demand (5

days at 20 0C), max

Mg/l 30 100

3 Chemical Oxygen demand,

max

Mg/l 250 -

4 Ammonical nitrogen (as N),

max

Mg/l 50 -

The complete standards for discharge of effluents as per Section VI of

Environment(Protection) Rules, 1986 are available at Annexure ‘A-1’.

NRCD Guideline recommendations

S. No. Parameters For discharge on land For discharge into water

1 BOD (mg/l) <100 <30

2 SS (mg/l) <200 <50

3 Faecal Desirable Max. Desirable Max.


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S. No. Parameters For discharge on land For discharge into water

coliform permissible permissible

1000 10000 1000 10000

7.3. TREATMENT PROCESSES

Preliminary: this includes simple processes such as screening (usually by bar

screens) and grit removal. (through constant velocity channels) to remove

the gross solid pollution.

Primary: usually plain sedimentation; simple settlement of the solid material

in sewage can reduce the polluting load by significant amounts.

Secondary: for further treatment and removal of common pollutants,

usually by a biological process.

Tertiary/Advanced: usually for removal of specific pollutants e.g. nitrogen

or phosphorous, or specific industrial pollutants. When reuse is

contemplated, the tertiary treatment may comprise of several other unit

processes/operations such as disinfection, activated carbon filtration,

membrane filtration or even RO, depending on the end use

contemplated and also on the ease and cost of the fresh water

availability and legal stipulations. Needless to say, this can be by far the

costliest step of wastewater treatment.

7.4. SELECTION OF TREATMENT PROCESS

As mentioned above the sewage after giving primary treatment is given

secondary treatment to remove the organic purtrescible organic matters

and bring down the BOD of the effluent given to the primary treated

effluent is described below:-

� Waste Stabilization Ponds

� Aerated Lagoons

� Up Flow Anaerobic Sludge Blanket (UASBR) + FAL

� Conventional Activated Sludge Process

� Cyclic Activated Sludge Process/SBR

7.4.1. STABILIZATION PONDS


75


Stabilization ponds are open, flow[through earthen basins specifically

designed and constructed to treat sewage. Stabilization pond provides

comparatively long detention periods extending from few to several days.

During this period purtrescible organic matter in the waste is stabilized in

the pond through a symbiotic relationship between bacteria and algae.

There are three types of stabilization ponds,

a) Aerobic Ponds

b) Anaerobic ponds

c) Facultative ponds

7.4.1.1. AEROBIC PONDS

In this type of ponds complete aerobic conditions is maintained. These

types of ponds are used for soluble wastes which allow penetration of light

throughout the liquid depth. These types of ponds are shallow with depth

less than 0.5 m. The pond contents are periodically mixed. The major

disadvantage is that such ponds develop intense algal growth.

7.4.1.2. ANAEROBIC PONDS

Anaerobic ponds are used as a pretreatment for high strength industrial

wastes and sometimes of municipal wastewaters. BOD load of 400[3000

kg/ha./day and 5[50 days detention period would result in 50[855 BOD

reduction. Such ponds are constructed for a depth of 2.5[5 m to

conserve heat and minimize land area requirement. Major constraint with

such ponds is odor problem and hence not widely used.

7.4.1.3. FACULTATIVE PONDS

The facultative ponds functions aerobically at the surface while anaerobic

conditions prevail at the bottom. The aerobic layer acts as a good check

against odour evolution from the pond. The treatment effected by this

type of pond is comparable to that of conventional secondary treatment

processes. The functioning of facultative stabilization pond are based on

the symbiotic relationship of bacteria and algae. In the tope aerobic

layer, where oxygen is supplied through algal photosynthesis, the

non[settle able and dissolved organic matter in the incoming sewage is

oxidized to carbon dioxide and water. In addition some end products of

partial anaerobic decomposition such as volatile acids and alcohol,

which may permeate to upper layers are also oxidized aerobically. The

settled sludge mass originating from raw waste and microbial synthesis in

the aerobic layer and dissolved and suspended organics in bottom layers


76


undergo stabilization through conversion to methane which escapes the

pond in form of bubble. For each kg of BOD ultimate stabilized 0.25 kg or

0.35 m3 of methane is formed.

7.4.1.4. DISADVANTAGES

� The facultative ponds shall be located far away from habitations or

any area likely to be [built up within a reasonable future period.

� The pond shall be located such that the direction of prevailing wind

is towards uninhabited areas.

� The pond location shall be away from ground water source to avoid

chemical or bacterial pollution.

� It creates mosquito nuisance and hence adversely affects public

health.

� The system is unable to take care of shock loads.

� If the normal working is upstate it creates sight and foul small

nuisance.

� The effluent quality from stabilization pond is poor, it has high values

of total suspended solids and total BOD5.

� It requires very high area i.e. around 12 to 13 Hectare for 12 MLD so

in view to above disadvantages and limitation for availability of

land this method of treatment is not suitable for such towns.

7.4.2. AERATED LAGOONS

Aerated lagoons are simple earthen basins with inlet at one end and

outlet at the other end. The mechanical aerators are designed to stabilize

the organic matter into CO2 and H2O. The biological process does not

include algae, and organic stabilization depends on the mixed liquor that

develops within the lagoon. There is no provision for setting and returning

activated, sludge. BOD removal is a function of aeration period,

temperature and nature of wastewater. Aerated lagoons are of two

types,

a) Aerobic Flow Through with partial mixing

b) Facultative Aerated Lagoons.

7.4.2.1. AEROBIC LAGOONS


77


This are fully aerobic from top to bottom as the aeration power input is

sufficiently high to keep all the solids in suspension and meeting the

oxygen demand of the microbes. No solids settlement occurs in the

lagoons and under equilibrium conditions the new microbial solids

produced in the system equal the solids leaving the system. Thus, the solids

concentration in the effluent is relatively high and some sedimentation

facility has to be provided after lagoons.

Disadvantages

� Problems of odors and low efficiency result when aerated lagoons

are improperly designed or poorly operated.

� Deposition of solids and reduced oxygenation can result in

anaerobic Decomposition which leads to foul odor.

� Temperature changes affect the overall performance of the

lagoon.

7.4.2.2. FACULTATIVE AERATED LAGOONS

In such types of lagoons some solids may leave the effluent stream and

some settle down in the lagoon as the aeration power input is enough for

oxygenation and not keeping all solids in suspension. Because the energy

input will not maintain the solids in suspension, a portion of the incoming

solids will settle along with a portion of the biological solids produced from

conversion of the soluble organic substance. The settled solids will undergo

anaerobic decomposition. In such types of lagoons lower part may be

anoxic or anaerobic and upper layers are aerobic. Facultative lagoons

must be dewatered and the accumulated solids must be removed. Where

a discharge limit has to be met reliably facultative lagoons are not being

used.

Comparison of Various Types of Lagoons

Parameters Facultative Aerobic Lagoons

TSS, mg/L 40-150 150-350

BOD Removal 80-90% 50-60%

Sludge Accumulated the lagoon

internally in Accumulated in external sedimentation facility

Power Consumption

Less More


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Total area required for facultative aerated lagoons are very high i.e. 12 to

13 Hectare for 12 MLD and in view to above disadvantages and limitations

of availability of required huge land it is not advisable to adopt this

technology.

7.4.3. UPFLOW ANAEROBIC FILTER PROCESS (UASB)

This is based on anaerobic process. Raw effluent after screening and grit

removal is directly fed into UASB reactors. The reactor maintains a high

concentration of anaerobic biomass through formation of highly settle

able microbial aggregates. Untreated sewage inside the reactor flows

upward through a layer of sludge while getting treated for organics,

converting them into methane gas. At top of the reactor, phase

separation between gas[solid[liquid takes and treated water is taken out

form the reactor.

This process is very sensitive to operating conditions like temperature, pH,

incoming load and recirculation rate hence treatment efficiency keeps

fluctuating. At best operating conditions, the process offer 50 – 70%

treatment efficiency, therefore requires second stage biological treatment

down stream. Anaerobic process has very slow growth rates of micro

organism and hence these systems have poor treatment efficiencies of

only 50-70%. In order to achieve disposal outlet quality of treated sewage,

second stage aerobic biological units are required. Typical outlet quality

from anaerobic reactors is suspended solids 50 ppm, COD: 200 ppm, BOD

100 120 ppm for an inlet quality of TSS 300 ppm, COD 400 ppm and BOD

300 ppm. The system generates bad odor, as process releases gases like

H2S and methane. Anaerobic process is very difficult to control. It requires

consistent feed quality as well as flow rates. The process of degradation is

a 3 step fermentation process comprising different sets of bacteria, to

generate methane gas and CO2

� Hydrolysis

� Acidogenisis

� Methanogenisis

It requires constant monitoring of acidogenesis and methano genesis

phases in the anaerobic reactor.


79


The process is pH sensitive. Methanogenisi reaction occurs in a pH range

of 6-7.5 only, while during acidogenisis phase the ph may drop to 2.0 also

due to formation of complex acids. This disturbs the complete equilibrium

and further reduces treatment efficiency. Temperature dependent: The

process works in the range of 18 –38 deg centigrade. During winter season

when ambient temp Drops to 1[2 degree, provision has to be made to

heat the entire contents of the reactor or else treatment efficiency drops

drastically. There is No control on any process parameters. The plants run

continuously at all times including low flow/ Nil flow conditions. Plant is

manually controlled and difficult to monitor. It is susceptible to variation in

inlet conditions BOD, COD, sulphide levels, pH and temp condition, which

directly influences treatment efficiency as well as quantity of gas

generation. Since It is a point load design cannot handle sudden peak

flow variation, which is expected for any large scale city sewage system.

Normally 0[250% flow variation is present for any sewage treatment plant.

Gas can be generated, however process is not economical for low

strength effluents like sewage where input BOD is less than 300 ppm.

Further more for financial viability it is important to utilize the gas either

directly in boilers or house holds. In case power is to be generated it again

requires capital investment by putting duel fuel engines. Also provision has

to be made for gas storage facility with flare system installed at site. Gas

production is not consistent, and varies in case there is any disruption in

the process. Due to Process chemistry acids are generated, pH in

anaerobic reactors varies from 2-7, which essentially requires SS domes

and FRP lining of complete tank internals. Problem of internal corrosion is

very high and cost of maintenance is very high. More technical data have

been compared with aerobic process in separate sheet..

7.4.4. ACTIVATED SLUDGE PROCESS

Activated Sludge Process (AEROBIC PROCESS) is the most used biological

waste water treatment process in the developed and developing

countries. Due to aerobic process in Activated Sludge Process, plant has

less odor/vector nuisance in compare to anaerobic type process as

mentioned above. The conventional activated sludge processes are of

three types,

a) Conventional System

b) Complete Mixed

c) Extended Aeration


80


a) Conventional System

This type of system consists of an aeration tank, a secondary settling tank,

a sludge recirculation system and sludge withdrawal system. About 85-92%

of BOD removal can be achieved. The sewage and mixed liquor are input

at the head of the tank and withdrawn at the end. Air is supplied at

uniform rate throughout the length of the tank.

b) Completely Mixed

In a complete mixing is achieved by distributing the sewage and return

sludge uniformly along one side of the tank and withdrawing the aerated

sewage uniformly along the opposite side. The complete mix system has a

high capacity to hold a high MLSS level in the aeration tank enabling the

aeration tank volume to be reduced. The plant has high operational

stability at shock loadings and also increased capacity to treat toxic

biodegradable wastes.

Limitations

BOD Removal is 85 [92. In complete mix activated sludge process

operation of anaerobic digestion requires a more skill labor here primary

settling and anaerobic digestion of the sludge are omitted. The process is

susceptible to filamentous sludge bulking.

c) Extended Aeration

The extended aeration process is little change of the activated sludge

process which employs low organic loading, long aeration time, high MLSS

concentration and low F/M. Other way which provides a biological

treatment for the removal of biodegradable organic waste under aerobic

condition. Air may be supplied by mechanical or diffused aeration to

provide by aeration or mechanical means to maintain the microbial

organisms in contact with the dissolved organics. In addition PH must be

controlled to optimize the biological process and essential nutrients must

be present to facilitate biological growth and the continuation of

biological degradation. Sewage after primary treatment enters to the

aeration chamber, where it is mixed and oxygen is provided to the micro

organisms. The mixed liquor then flows to a clarifier of secondary settling

tank where most micro organisms settle to the bottom of the clarifier. The

sludge from clarifier is recycled back to aeration tank and remaining part

is withdrawn from the system. Because of the long detention time in the

aeration tank,organic solids undergo considerable endogenous

respiration and get well stabilized. So the excess sludge from clarifier dose


81


not require separate digestion and can directly dried on sand beds. The

clarified waste water flows over a weir used for sewage farming purpose.

The BOD removal efficiency is high i.e. (90 [95) compare to Completely

Mix Methodology.

Limitations

This treatment requires a slightly larger area than the complete mix

activated sludge, Here waste water is brought directly to aeration basin

after screening and grit removal. Aeration energy used is high and

relatively required large aeration tanks, adaptable mostly to very small

plants. However this is better in conventional range of process.

Importance of Secondary Settling Tank in Activated Sludge Process

Secondary settling assumes considerable importance in the activated

sludge process. The secondary settling tank of activated sludge process is

particularly sensitive to fluctuation in flow rate and on this account it is

recommended that the units be designed not only for average flow rate

but also for peak flow rate. The high concentration of suspended solids in

the effluent requires that the solids loading rate shall also be considered.

7.4.5. CYCLIC ACTIVATED SLUDGE PROCESS/SEQUENTIAL BATCH REACTOR

(CASP/SBR)

This is the most improved and scientific version of activated sludge process

which gives excellent treated water quality in sewage treatment plants,

requires less area, less energy etc. Batch Operation of the activated

sludge process is nothing new as already mentioned in CPHEEO. A

Sequencing Batch Reactor (SBR) is a fill and draw activated treatment

system. As such, SBR are capable of handling all waste waters commonly

treated by conventional activated sludge plants. Municipal and industrial

waste waters have both been successfully treated in SBR systems. The unit

process involved in the SBR and conventional activated sludge systems

are identical. Aeration and sedimentation/clarification are carried out in

both systems. However, there is one important difference. In conventional

plants, processes are carried out simultaneously in separate tanks,

whereas in SBR the processes are carried out sequentially in the same

tank.

The Process

CYCLIC ACTIVATED SLUDGE TREATMENT process provides highest

treatment efficiency possible in a single step biological process. The

system is operated in a batch reactor mode this eliminates all the


82


inefficiencies of the continuous processes. A batch reactor is a perfect

reactor, which ensures 100% treatment. Four modules are provided to

ensure continuous treatment. The complete process takes place in a

single reactor, within which all biological treatment steps take place

sequentially.

The complete biological operation is divided into cycles. Each cycle is of 3

– 5 hrs duration, during which all treatment steps take place.

Explanation of cyclic operation:

A basic cycle comprises:

1) Fill- Aeration (F/A)

2) Settlement (S)

3) Decanting (D)

These phases in a sequence constitute a cycle, which is then repeated.

During the period of a cycle, the liquid is filled in the Basin up to a set

operating water level. Aeration Blowers are started for aeration of the

effluent. After the aeration cycle, the biomass settles, No extra settling unit

is required after the aeration basin.

The Cyclic Activated Sludge Process/SBR comprises the following features,

1. Biological Selector zone: ENSURES NO FOAMING AND BULKING

PROBLEMS

2. Oxygen Uptake rate control “OUR”: ENSURES 40 - 50% POWER SAVINGS

3. Co Current Nitrification and De nitrification, Phosphorous removal: THIS

FEATURE ENSURES MORE THAN 80% NITROGEN AND PHOSPOROUS

REMOVAL WITHIN THE SAME BASIN WITHOUT NEED OF ANY EXTERNAL UNITS,

MIXERS, and RECYCLE PUMPS ETC.

4. Decanter assembly in Stainless steel: ENSURES NO CORROSION, LONG

EQUIPMENT LIFE, NO MAINTENANCE

5. Diffusers, Blowers and Aeration grid: THE DIFFUSERS AND BLOWER

ARRANGEMENT ENSURES MAXIMUM POSSIBLE AERATION EFFICIENCY AND

MINIMUM POWER USAGE.

6. Submersible pumps for return sludge (RAS) recycle and Surplus sludge

(SAS) pumps for sludge wasting: REDUCES SPACE REQUIREMENT, NO

SECONDARY CLARIFIER IS USED WHICH DRASTICALLY REDUCES CIVIL COST


83


7. PLC unit for complete automatic cycle control and operation:

REDUCES MANPOWER COST COMPLETE OPERATION CAN BE HOOKED TO

CENTRAL CONTROL DESK

Schematic drawing of Cy.ASP/SBR basin

Biological SELECTOR zone

The incorporation of a biological SELECTOR in the front end of the Cyclic

Activated Sludge process/SBR distinguishes it from all other technologies.

The raw effluent enters the SELECTOR zone, where ANOXIC MIX conditions

are maintained. Part of the treated effluent along with return sludge from

the aeration basin is recycled in here, using RAS pumps. As the micro

organisms meet high BOD, low DO condition in the SELECTOR, natural

selection of predominantly floc[forming micro organisms takes place. This

is very effective in containing all of the known low F/M bulking micro

organisms, eliminates problems of bulking and sludge foaming. This

process ensures excellent settling characteristics of the bio sludge. SVI of

treated effluent of less than 120 is achieved in all seasons. Also due to the

anoxic conditions in the SELECTOR zone, De nitrification and phosphorous

removal occurs in case the Ammonical nitrogen and phosphorous levels

are high in the effluent. The figure below shows the experience with SVI

developments in parallel operations with a wastewater that traditionally

favours sludge

Oxygen Uptake Rate (OUR) Control

The process uses measurement of dissolved oxygen (DO) levels in the

basin to provide a full[scale control of the activity level in the aeration


84


basin. The DO concentration profile is automatically ramped to operate at

slightly higher DO concentrations at the end of the cycle. This feature

prevents low dissolved oxygen type filaments from proliferating. Once DO

level is measured in the basins, the rate of drop in DO level is calibrated to

know the actual oxygen uptake rate (OUR) of the biomass. In this way, the

metabolic activity of the biomass is measured within the actual process

basin and is subsequently used as a control parameter to automatically

regulate the duration of the aeration sequence and/ or the rate of

aeration. Aeration Cycle time can be altered automatically, or else a

variable frequency drive automatically alters the aeration blower rpm. This

methodology provides a true in[basin method for the efficient use of

energy.

Decanter Assembly in Stainless Steel

The clean supernatant is removed from the basin using a Decanter

assembly complete in stainless steel construction. During decanting there

is no inflow to the basin. The moving weir DECANTER is motor driven and

travels slowly from its “park” position to a designated bottom water level.

Once the Decanting phase sets in, the decanter automatically lowers to

the required bottom level. Variable frequency drives are provided to

control the rate of movement of the Decanters. After the required level of

supernatant is removed the Decanter is returned to its “park” position

through reversal of the drive. The basin is now ready for the next cycle to

begin.

Operational Simplicity - Fully PLC based intelligent control

The complete plant operation is controlled automatically thro a PLC

system, which is a major factor in reducing operating costs. This also


85


prevents mal operation of the various set process parameters within the

plant. All key functions like, RAS, sludge wasting, aeration intensity, cycle

time control, decanting rate etc are automatically controlled as well as

data logged. Complete historical records of plant operation are available

on touch of a button. Using suitable modem, these plants can be

monitored and controlled thro Internet from anywhere in the world.

7.4.6. CONCLUSION

A comparison of various treatment technologies is as below:

Item Conventional

Activated Sludge

Extended

Aeration

UASB followed

by Facultative

Aerobic

Lagoon

Cyclic

Activated

Sludge

Process/SBR

Performance (Typical)

Mostly Stable Mostly Stable Varying with Temperature Variations

Completely Stable

BOD removal,% 85 – 92% 90 – 95% 85 – 90% >98%

In-built Nutrient removal for N & P

No No No Yes

Outlet Quality

BOD <30ppm <30ppm <30ppm <10ppm

COD <250ppm <250ppm <250ppm <100ppm

Suspended Solids <50ppm <50ppm <100ppm <10ppm

Total Nitrogen No Treatment No Treatment No Treatment < 10ppm

Total Phosphorous No Treatment No Treatment No Treatment < 2ppm

Coli form removal, %

60 – 90 60 – 90 – 99.999%

Re-use Options Can only be used for low end usages like flushing

and

gardening. Tertiary Treatment Required for high end usages like

Construction water, Industrial usages,

cooling water etc.

Can only be used for low end usages like flushing

and



cooling water etc.

Can only be used for low end usages like flushing

and



cooling water etc.

Can be used for low end usages as well as for high end usages without

any tertiary treatment

Land requirement (m2/person)

0.1 – 0.18 0.08 – 0.15 0.2 – 0.25 0.035-0.07

Process Power

Requirement (kWhr/person/year)

12 – 15 16 – 19 4-5 6-8

Sludge Handling Sludge needs Digestion prior to drying on

Digested Sludge, Dry on beds or use




86


Item Conventional

Activated Sludge

Extended

Aeration

UASB followed

by Facultative

Aerobic

Lagoon

Cyclic

Activated

Sludge

Process/SBR

beds or use mech. Devices

mech. Devices

mech. Devices

mech. Devices

Equipment Requirement

(excluding screening and grit removal)

Aerators, Recycle

Pumps, Scrapers, thickeners, Digesters, Dryers, Gas Equipment

Aerators, Recycle

Pumps, Sludge scrapers, (for large settlers)

Nil (gas collection

optional)

Diffused Aeration

System, Recycle Sludge and Waste Sludge Pumps, Decanters

Operational Characteristics

Skilled Operation required

Simpler than Activated sludge

Simpler than Activated Sludge

Complete Automatic operation by Computer and PLC. Negligible

manpower intervention required.

Special Features Considerable equipment

and skilled operation required, especially if gas collection

and usage involved. Method considered mainly for large sized

plants.

BOD removal high, effluent

nitrified, relatively high

power requirement. Favoured for

small and medium sized

plants.

Minimal to negligible

power requirement of the system makes it an economical

alternative if gas revenue is neglected. Land

requirement is also relatively

small but depends on type of post treatment adopted.

Highest Treatment

Efficiency with crystal clear water quality.

Power requirement is

50% of conventional technologies.

Land requirement is less than 50%

of conventional technologies

Activated Sludge Process (AEROBIC PROCESS) is the most used biological

waste water treatment process in the developed and developing

countries. Due to aerobic process in Activated Sludge Process, plant has

less odor/vector nuisance in compare to anaerobic type process as

mentioned above.

Since Cyclic Activated Sludge Process/SBR is found most improved version

of Activated Sludge Process through Sequential Batch Reactor (SBR)

mode controlled by PLC and its proven across the world including In India

hence Cyclic Activated Sludge Process/ SBR technology has been

selected.


87


Basic key criteria for selection of SBR.

� Requires Minimum Space & Requires Minimum Energy for treatment

of sewage.

� This technology offers in built co current nitrification, de nitrification

and bio – phosphorous removal mechanism that differentiates it

from other technologies.

� Requires Minimum Man Power for treatment of sewage & Minimum

Maintenance Cost.

� Excellent Treated water quality can be recycling.

� Controlled system provided high flexibility and simplified potential of

expansion.

� A special ability to handle extremely high organic and hydraulic

shock loads, No washout of biomass, More than 95 % BOD removal.

In built Nitrogen/Phosphorous removal to prevent the natural

resources from algae and other problems.

� Further SBR process is also recommendation for sewage treatment in

CPHEEO Manual, but due to the advancement in technology in last

decade, these plants are very favorable for medium to large scale

sewage treatment applications. Many large scale plants working

efficiently around the world including India based on cyclic

activated sludge process/SBR.


88


Chapter 8.Chapter 8.Chapter 8.Chapter 8. Treatment Plant DesignTreatment Plant DesignTreatment Plant DesignTreatment Plant Design

8.1. GENERAL DESCRIPTION

8.1.1. RECEIVING OF RAW SEWAGE (INLET CHAMBER)

Raw Sewage from gravity outfall sewer is proposed to be collected into a

Receiving Chamber. The function of the Receiving Chamber is to reduce

the incoming velocity. Receiving Chamber shall be of adequate size to

meet the requirements of workability inside it & can handle the designed

flow of main sewer. The Receiving Chamber shall be water tight to

prevent seepage of the sewage out of the Receiving Chamber. It is

proposed that provision of gates for future balance capacity can be

diverted in the STP for future expansion of STP.

8.1.2. COARSE AND FINE SCREENING

Coarse screens are to be provided for removal of floating and oversized

material coming with the sewage. The coarse screens should be capable

to screen out most of the medium & large floating and oversized material

such as plastic rags, debris, weeds, paper, cloth, rags etc which could

clog the waste water pump impellers. The coarse screen shall be inclined

bar screen. It should be of sturdy design to take care of all sorts of

materials envisaged in the gravity sewer. The screenings shall be dropped

on conveyor above the top of the screen channel. A conveyor system of

suitable width shall be provided which shall be adjacent to the screens.

The screening material as collected will drop automatically into a

wheelbarrows for its disposal. There shall be 2 nos. of screen one


89


mechanical & one Manual operated. The floating material above 50 mm

size can be arrested in the screen.

8.1.3. RAW SEWAGE PUMPING AREA

Screened sewage after coarse screening enters into wet well of the

pumping station. The capacity of the wet well should be kept such that

adequate detention time is available during average and peak flow

conditions. The effective liquid volume shall be provided below the invert

level of the incoming sewer after leaving provision for freeboard. The

capacity of the sump is to be so kept that with any combination of inflow

and pumping the operating cycle for any pump will not be less than 5

minutes.

Suitable combination of submersible pumps has been provided in the

sumps to cater the pumping requirements at average and peak flow

conditions. Based on incoming flow conditions, adequate no. of pumps

shall operate automatically to cater the pumping requirements.

Pumping area should have adequate covered area for installing electrical

panels along with suitable arrangement for lifting of pumps.

The pumped flow from the pumps shall be taken to the elevated head

works Inlet channel above the sump from where sewage will gravitate to

fine screen channels.

8.1.4. FINE SCREENING CHANNELS

Fine screens Channels to be provided before Grit removal system to arrest

the fine floating material. The fine screens should be capable to screen

out most of the small floating material above 6mm size. The fine screen

shall be of mat type. The screenings shall be dropped on conveyor above

the top of the screen channel. A conveyor system of suitable width shall

be provided which shall be adjacent to the screens. The screening

material as collected will drop automatically into a wheelbarrows for its

disposal.

8.1.5. DE-GRITTING

Screened Sewage will gravitate to Grit separator tank for removal of grit

and small inorganic particulate matter of specific gravity above 2.65 and

particle size above 150 microns. The Grit separator tank shall be of RCC

construction complete with mechanical internals and square in size. The

grit separated shall be properly collected and be transferred for disposal.


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The de-gritted sewage shall flow through open channels from the grit

separators and confluence into a single channel of suitable width.

8.1.6. FLOW MEASUREMENT

Online Flow measurement shall be done by installing an ultrasonic level

measurement device on the common Discharge header of Raw Sewage

Pumps.

8.1.7. SBR / CYCLIC ACTIVATED SLUDGE PROCESS

Screened, de-gritted sewage shall be fed into the Cyclic Activated Sludge

Process / SBR Process Basins for biological treatment to remove BOD, COD,

Suspended Solids, Biological Nitrogen and Phosphorous.

SBR / Cyclic Activated Sludge Process shall work on Cyclic / Batch mode

in single step. It shall perform biological organic removal, Nitrification, De-

nitrification and Biological Phosphorous removal. It shall be capable of

simultaneous sludge stabilization. The oxygen required shall be supplied

through fixed type fine bubble diffused aeration system with auto control

of oxygen level in tank. The system shall have a SVI < 120 for higher settling

rates and should be designed in such a way that growth of filamentous

bacteria is restricted. Complete operation of SBR / Cyclic Activated

Sludge Process including decanting rate, sludge recirculation and wasting

of excess sludge shall be controlled by PLC. Treated Sewage from SBR /

Cyclic Activated Sludge Process units shall be collected in Chlorination

tank for its disinfection.

8.1.8. CHLORINATION SYSTEM

Treated Sewage from SBR / Cyclic Activated Sludge Process units will be

collected in a chlorination tank where disinfectant will be added for

disinfection at suitable dosing rate. Baffle walls shall be provided in the

tank to facilitate hydraulic mixing of treated sewage. Adequate reaction

time shall be considered for while selecting the chlorination tank volume

to ensure proper disinfection of treated sewage.

The treated sewage is to be disposed suitably into Perennial River/ can be

utilized for agriculture preferably by gravity.

8.1.9. SLUDGE HANDLING SYSTEM

The sludge from the SBR / Cyclic Activated Sludge Process basins is

withdrawn through sludge withdrawal system and collected in the sludge

sump. The sludge shall be then pumped to Solid Bowl Centrifuge for

dewatering of sludge.


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Centrifuge feed pumps shall be of positive displacement type screw

pumps. Dewatering Polymer shall be dosed online prior to centrifuge feed.

The dosing system shall include one solution preparation and one solution-

dosing tank equipped with slow speed mixers and metering type positive

displacement pumps.

The sludge in form of wet cake from centrifuges will be collected and

disposed off.

Interconnection of various units shall be made through piping or RCC

channels. Piping will be preferred over RCC channel wherever possible but

the Engineer-in- Charge reserves the right to select any option.

8.2. TREATMENT PLANT CAPACITY

The designed population of the town comes to be 305494 souls as

described in chapter 5 of this report.

As per recommendations of Manual of Water Supply published by

CPHEEO, the per capita water supply for the town is adopted as 135 LPCD

and the portion of this supply which contributes to wastewater generation

has been adopted as 80%. The wastewater generated per capita comes

to be 108 LPCD.

The total wastewater generated in design year will be 32.99 mld. The

capacity of treatment plant for design year comes to be 33 mld.

It is proposed to develop the designed capacity of treatment plant in

modular way with inlet chamber, screens, wet wells & pumping station

proposed to be developed for designed capacity. The rest of the STP units

are proposed to be developed for intermediate flow of year 2026. For

corresponding population of year 2026 i.e. 217992, the wastewater flow

comes to be 23.54 mld. It is proposed to construct STP of capacity 22 mld

under this project. So that a half of capacity i.e. 11 mld is further added to

achieve full capacity for design year.

8.3. STP UNITS

The different components/process units to be covered at each location

are as follows:

1. Receiving Chamber (Inlet Chamber for ultimate

capacity i.e. 33 MLD).


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2. Mechanical and Manual Coarse Screens.

3. Raw Sewage Sump, Pump.

4. Inlet Channel over sump

5. Mechanical Fine Screens.

6. Mechanical Grit Chambers.

7. Flow Measuring unit

8. Cyclic Activated Sludge Process / SBR Process Units.

9. Chlorine Contact Tank.

10. Chlorine House.

11. Sludge Sump, Pump and Pump House.

12. Mechanical Sludge Dewatering System.

13. Administration Building.

14. Transformer Yard and MEP Room, Electrical Works for STP

15. Interconnecting Piping & Appurtenances

16. Plant Utilities.

8.3.1. RECEIVING CHAMBER

The deep gravity outfall sewers will discharge the raw sewage into a

Receiving chamber. The function of the Receiving chamber is to distribute

the flow for process units. The Receiving Chamber is designed for peak

flow. The Receiving chamber consists of sluice gates on upstream and

downstream for flow regulation. In the sidewall of the Receiving chamber,

sluice gates are installed such that it is possible to operate them manually,

inspection as well as operation by standing on a platform constructed at

a suitable elevation adjoining and circumventing the inlet chamber. The

inlet chamber is of adequate size to meet the requirements of workability

inside it. The receiving chamber is open to sky and shall be water tight to

prevent seepage of the sewage out of the inlet chamber. The entire

construction is in M30 grade concrete and as per IS 3370. RCC access

platform minimum 1000 wide with railing as per specifications shall be

provided on one side of the chamber:

Total Average flow : 22 MLD


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Peak factor : 2.25

Design Flow : 49.50 MLD

Number of Units : 1 (one)

Detention period : 12 sec.

Min Free board : 0.5m

Size : 4m X 2 m 1.50 m SWD

Minimum volume of the Receiving chamber shall be 10.50 m3.

There is a provision of one bye pass channel along with gates.

Alternatively, plant bypass can be provided from existing / proposed

manhole before pumping station.

8.3.2. COARSE SCREEN CHANNELS

One mechanical screens working and one manual screen standby of 20

mm clear spacing and of peak flow capacity shall be provided.

The manual bar screens shall be made of 20 mm thick Stainless Steel (SS

304) flats respectively. The mechanical screens is of Inclined Rake Type of

20 mm opening. Conveyor Belt and chute arrangement is provided to

take the screenings to the screenings dropped from chute will be

collected in a wheel burrow. Manually operated CI gates are provided at

the upstream and downstream ends to regulate the flow.

Adequate RCC Platforms is provided at the upper level to enable

operation. Railings is provided around the entire periphery of the platform.

The entire structure is to be M30 concrete and as per IS 3370 including the

platform. RCC staircase 900 mm wide is provided for access from the

ground level to the top of the unit & to the operating platform.


Peak factor : 2.25


Number of Units : 1 Mechanical

(Working)+ 1(manual

stand bye)


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Approach Velocity at Average

Flow (m/sec.)

: 0.3

Velocity through Screen at Average

Flow

: 0.6 maximum (M/sec.)

Velocity through Screen at Peak

Flow (m/sec.)

: 0.8 maximum

Min Free board : 0.3 m

Wheeled Trolley : 1 No.

Minimum size of each screen channel shall be 10m long x 0.95 m wide x

0.9 m SWD.

8.3.3. RAW SEWAGE PUMPING

8.3.3.1. SUMP AND PUMPS

Sewage enters into sump after screening. The sump is kept as circular in

shape and shall be designed for an average flow. The capacity of sump is

such that the detention time in the sump shall be minimum 5 minutes of

peak flow and the maximum detention time shall not exceed 20 minutes

at average flow. Following criteria’s has been considered to size the sump:

1. That the pump of the minimum duty/ capacity would run for at least 5

minutes considering no inflow or

2. The capacity of the sump is to be so kept that with any combination of

inflow and pumping the operating cycle for any pump will not be less than

5 minutes and

3. The arrangement of the submersible pumps as per pump

manufacturer’s data i.e. spacing between pumps, minimum space

between pump and wall etc.

4. The side water depth (live liquid depth) is minimum 2.5 meter. In

addition to the above liquid depth an additional depression is provided to

ensure adequate submergence of the pump as per the manufactures

recommendations .A operating platform above sump duly covered is

proposed for installing electrical panels. Suitable arrangement is to be

provided for lifting of pumps.


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5. The effective liquid volume below the invert level of the screen

chamber after leaving provision for a minimum of 0.3 m is 4.00 mtr.

Pumping arrangement


Minimum Retention Time : 20 minutes minimum at

Avg. flow.

No. of pumps : 916.70 m3/hr @ 20

MWC (1W + 1S) for Avg.

flow

573.75 m3/hr @ 20

MWC (2 W + 1 S) (lean

flow)

For peak flow one

pump of Av.flow+ 2

pumps of lean flow

(2064.20 m3/hr )

Head : 13.00 mtr.

Type of pumps : Submersible type non-

clog design

Solid passage size through pumps : 100 mm max.

Insulation : Class F

Protection : IP-68

Sump Specific Requirement, Material of Construction and Accessories:

i. Number of Units (1) One designed for peak flow

ii. Construction material RCC

The size of the sump having diameter of 10 mtr is suitable to

accommodate the number of pumps required for operation with easy

manoeuvrability.

Following accessories is proposed to have with sump:


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Hoist - comprising of I-Girder and a 1½ ton or more chain pulley (the chain

pulley block capacity to be 1½ Ton or 1.5 times the maximum single unit/

weight that may be required to be removed for maintenance) with

horizontal travel on the I-beam.

A collecting channel above sump is proposed to collect the pumped

waste water

8.3.4. MECHANICAL FINE SCREEN AND CONVEYOR

One mechanical working with one mechanical standby screens are

proposed in the screen chamber. The screen channels is designed for

peak flow.

The clear opening for mechanical screen shall be 6 mm for mechanical

fine screens. The mechanical bar screens shall be of 2 mm thick Stainless

Steel (SS 304) flats. Conveyor Belt and chute arrangement is provided to

take the screenings to the screenings dropped from chute will be

collected in a wheel burrow. Manually operated CI gates are provided at

the upstream and downstream ends to regulate the flow.

Adequate RCC Platforms are provided at the upper level to enable

operation. Railings are provided around the entire periphery of the

platform. The entire structure is to be M30 concrete and as per IS 3370

including the platform.


Peak factor : 2.25


Number of Units : 1 Mechanical (Working)

+ 1 Mechanical

(standby) capacity

Approach Velocity at Average

Flow (m/sec.)

: 0.3

Velocity through Screen at Average

Flow

: 0.6 maximum (m/sec.)

Velocity through Screen at Peak

Flow (m/sec.)

: 1.2 maximum


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Min Free board : 0.3m

Wheeled Trolley : 1 No.

Minimum size of each screen channel shall be 6.00 m long x 1.25 m wide x

1.0 m SWD.

One mechanical working with one standby screens are proposed in the

screen chamber. The screen channels shall be designed for peak flow.

8.3.5. GRIT REMOVAL UNIT

One mechanical grit chamber of peak flow capacity is proposed after

fine screen units. The mechanical grit chambers is Square Mechanical

Detritus Tank designed for average flow of 22 MLD with a peak factor of

2.25.

Detritus tank chamber shall have the following:

• One tapered inlet channel running along one side with deflectors for

entry sewage into the grit chamber. The minimum SWD of the units shall be

0.9m.

• One tapered outlet channel for collecting the de-gritted sewage,

which overflow over a weir into the outlet channel. Outlet channel of

adequate size and she to ensure that no settling takes place.

• One sloping grit classifying channel into which the collected grit will

classified.

• The grit from classifier will be collected in a wheeled trolley.

• A grit scraping mechanism.

• Adjustable influent deflector.

• Reciprocating rake mechanism to remove the grit.

• Organic matter return pump

CI gates are provided at the entrance and at the outlet of the chamber.

To enable easy operation of the gates, RCC platforms with Gl railing are

provided at the upper level. Also access is provided from this level to the

mechanism support beam of the grit chamber. The entire construction

shall be M25 grade concrete and as per IS 3370.



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Peak factor : 2.25


Number of Units : 1 (One) Working of

peak flow capacity

Type : Mechanical

Size of grit particle : 0.10 mm

Specific gravity of grit : 2.65

Maximum Surface Overflow Rate : 960 m3/m2/day

Free Board : 0.5 m

Side Water Depth : 0.8 m

Wheeled trolleys : 1 No.

Minimum size of the mechanical grit chamber shall be 5.1 m x 5.1 m x 0.8

SWD.

8.3.6. FLOW MEASUREMENT

Flow measurement shall be done using a Parshall flume with throat width

of 18 inches. The Parshall flume shall be installed before SBR system.

An additional Ultrasonic flow meter mounted on concrete channel shall

also be provided having digital type Indicator, Integrator and Recorder

fixed in the control room.

8.3.7. DIVISION BOX

Division Box receive the flow from the grit chamber. The 49.5 MLD peak

flow is then be equal parts with help of overflow weir channels and

distributed to Cyclic Activated Sludge Process/ SBR Process units via pipe /

channel. Motorized Sluice gates including all specials is provided on all

weirs for isolation. RCC access platform, staircase, railing and covers over

division boxes are provided as per requirement.

8.3.8. CYCLIC ACTIVATED SLUDGE PROCESS / SBR PROCESS WITH DIFFUSERS AND

AIR BLOWERS


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8.3.8.1. PROCESS DESIGN

The biological treatment section comprising SBR/ cyclic activated sludge

process has to be installed and equipped for average flow of 22 MLD.

The complete biological system has to be designed for handling peak

flow capacity.

2 nos. tanks with minimum total volume of 16641 m3 shall be provided. In

addition, 0.5 m free board shall be provided to each tank. Maximum liquid

depth of tank shall be restricted to 4.5 m.

- Cyclic Activated Sludge Process / SBR Process basins will be

constructed in M25 grade concrete and as per IS 3370. RCC staircase 900

mm wide is provided to each basin for access from the ground level to the

operating platforms. All platforms and walkways shall be provided hand

railings as per tender specifications of 1.2 m width. Plinth protection along

periphery shall be provided as per technical specifications.

- The system should work on a continuous gravity influent condition. No

influent / effluent equalization tanks or flash filling is accepted.

The system should be designed for maximum F/M ratio between0.1 - 0.25

kg BOD/kg MLSS day.

MLSS maintained in the basin should range from 2500 to 5000 mg/l;

SBR/ Cyclic activated sludge cycle times shall be selected adequately

considering min. 12 hrs/day basin of aeration and not exceeding

decanting of 2.2 m liquid depth at any time with preferred cycle times

containing max. 50% not aerated portion.

The excess sludge produced shall be fully digested. Sludge production

(including percipients) rate shall be about 0.6 – 0.8 kg / kg of BOD

removed.

In the SBR / cyclic activated sludge basins the NO filling during settling or

decanting will be acceptable.

8.3.8.2. DECANTING DEVICE

The decanting device shall be rotating moving weir arm devices of

Stainless Steel 304 with top mounted gear box, drive, scum guard, down

comers, collection pipe, bearings. The following type of decanter

assemblies are not acceptable,


100


� Rope driven decanters.

� Floating decanters.

� GRP products.

� Valve-arrangement.

The maximum design travel rate shall be 60 mm/min. with proven

hydraulic discharge capacity of the decanter proportional to the selected

basin area. Bidders to provide sample graphs of executed projects with

such decanting speeds with decanters of min. same size (length).

There should be Maximum 1 decanter per basin.

The hydraulic design based on design flow rates as given above shall not

exceed flow speeds of 1.3 m/s.

Flexible rubber hose kind of decanter sealing is not acceptable.

Each Decanter mechanism shall be inclusive of local control boxes with

manual operation selection and function buttons, communication to main

PLC by DH485 or Ethernet.

8.3.8.3. AERATION SYSTEM

The Aeration facility shall be installed for 22 MLD average flow.

- Minimum installed aeration equipment design capacity per day per

basin for 22 MLD average flow shall be 193541 Nm3 per day per basin on

the basis of 12 hrs aeration per day per basin.

- Only fine bubble EPDM / PU membrane diffusers shall be acceptable

with minimum membrane diffuser to floor coverage area of 5%. Diffusers

shall be submerged fine bubble / fine pore, high transfer efficiency, low

tow maintenance, non-buoyant type. Diffusers shall be tubular

(membrane) type. Material of construction for (entire under water system

including accessories shall be of non corrosive Complete diffuser as a unit

shall be assembled at the manufacturing factory level. The grid supports

shall of adjustable type made of SS 304.

The air blower arrangement shall be capable of handling Total Water

Level and Bottom Water Level operation conditions, controlled by process

sensors such as DO, temperature and level.


101


Each set of blower shall have dedicated standby. Minimum One working

air blower in each set shall operate via VFD into each tank while others

may be operating at a fixed constant speed on soft starter configuration.

- The blowers for air diffuser system shall be positive displacement (roots)

type, and head for blowers shall be decided on the basis of S.O.R. of

diffusers and maximum liquid depth in tank duly considering the losses

governing point of delivery (diffusers) and the blowers. Blowers shall be

complete with motor and accessories like base frame, anti vibratory pad,

silencer, non return valve, air filter etc. as per requirements. Further,

blowers shall have acoustic to ensure that the noise level at 1 m from

blowers is below 80db. The blower room shall have sufficient ventilation,

lighting and working space. The room will be equipped with sufficient

capacity EOT (Min 2 T or 1.5 times the weight of blower, whichever is more)

to facilitate removal of blower/motor etc. for repairs. The room will also

have rolling shutter.

- The operation of aeration system shall include PLC based control. The

operation and speed of blowers shall be automatically adjusted using

parameters like Oxygen Uptake Rate, Dissolved Oxygen and Temperature

and liquid level in the basin such that the DO is supplied as per demand

and power utilisation for operation of blowers is optimised.

The main air header/ring main shall be in MS as per relevant IS painted

outside with corrosion resistant paint as per manufacture's

recommendations. The header / ring main shall be supported on saddles

at suitable intervals or will be protected against external corrosion in case

they are laid below ground. The header shall have auto valves to facilitate

switch over aeration cycle from one basin to other by PLC operation. The

header shall supply air to diffuser grids at various locations through air

supply pipes. Air supply pipe above water level shall be in Gl and below

water level it shall be in Imported PVC as per relevant standards. All under

water lateral pipes shall be of Imported PVC. Junction between air header

and air supply pipe shall be suitably protected against corrosion due to

dissimilar materials.

- All other accessories, whether specified or not, but required for

completeness shall form part of contractors scope.

8.3.8.4. RETURN SLUDGE AND EXCESS SLUDGE PUMPS


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Dedicated Return sludge and excess sludge pumps shall be provided for

each basin. The pump shall be of submersible / horizontal centrifugal type

suitable for handling biological sludge of 1 – 2% solids consistency.

Capacity and heads shall be decided based on SBR / Cyclic Activated

Sludge Process requirements. Each SBR / Cyclic Activated Sludge Process

basin shall be provided with suitable lifting arrangements to facilitate lifting

of pump, if required for maintenance.

a. Return Sludge Pumps

Pumps Capacity and Head : As per SBR / Cyclic

Activated Sludge

Process requirements

Type : Submersible / Horizontal

Centrifugal

Liquid : Bio-sludge of 1 – 2%

solids consistency

Specific gravity : 1.05

Solid size : 100mm (Maximum)

Temperature : Min. 20° C

Efficiency : more than 40%

Installation : Fixed.

Quantity : 1 No. per Basin + 1 Store

Standby

b. Excess Sludge Pumps

Pumps Capacity and Head : As per SBR / Cyclic

Activated Sludge

Process requirements

Type : Submersible / Horizontal

Centrifugal


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solids consistency


Solid size : 100mm (Maximum)




Quantity : 1 No. per Basin + 1 Store

Standby

8.3.8.5. AUTOMATION AND CONTROL

PLC based automation system with application software based on

Rockwell hardware or equal to control Raw Sewage Transfer Pumping

Station, Primary Treatment Units and SBR System including all pumps,

valves, blowers, VFD, decanters, limit switches and probes as per bidder’s

design including I/Os with 20 % spares, power supplies, UPS.

HMI Panel to comprise up-to-date standard PC with monitor, printer,

mouse, internet connection, RS-view, RS-links (gateway version), entire

process and operator software with dynamic flow charts, pictures,

screens, alarms, historical trends, reports etc.

SACDA based Automation system to monitor continuously in each SBR

tank the followings:

a. Filling volume

b. Filling quantity

c. Discharge quantity

d. DO-level

e. Temperature

f. Oxygen Uptake Rate

g. Blower speeds

h. Decanter speed

8.3.9. SLUDGE HANDLING SYSTEM


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8.3.9.1. 10.1 SLUDGE SUMP AND PUMP HOUSE

Sludge sump shall be provided to collect the excess sludge from Cyclic

Activated Sludge Process/SBR Process Basins. There shall be one common

sludge sump for all basins. There shall be auto gate valves on discharge

sludge pipe of each Cyclic Activated Sludge Process / SBR Process basin.

Sludge tank shall be constructed in M25 grade concrete and as per

IS3370. The sump shall be equipped with coarse bubble air grid made from

HDPE / PVC pipes and Air Blower Assembly to facilitate mixing of contents

of sludge sump on continuous basis.

Above sludge sump there shall be pump house. This shall be RCC frame

brick masonry structure. Minimum height of the pump house shall be 4.5 m

form the plinth level. It shall be provided with rolling shutter and doors and

windows as per technical specifications. EOT of minimum 1.5 T capacity

shall be provided in the pump house to lift the pump assembly.

Flooring of the pump house shall be IPS flooring. Pump house shall be

plastered from inside and from outside as per tender specifications. Entire

pump from inside and from outside shall be painted with approved colour

and make as directed by engineer-in-charge. Sludge sump shall be

painted inside with bituminous paint.

Number of Units : 1 (One) No.

Free Board : 0.5 m

Minimum SWD : 3.0 m

Detention time : 4 hrs.

Minimum size of the sludge sump in shall be 5.4 m x 5.4m x 3.0 m SWD.

8.3.9.2. SLUDGE TRANSFER PUMPS AND MIXING BLOWERS

Sludge Transfer Pumps shall be provided in Sludge Pump House to feed

secondary Sludge to Mechanical Dewatering Device. The pump shall be

of screw type suitable for handling biological sludge of 1 – 4% solids

consistency.

Pumps Capacity and Head : 15 m3/hr @ 15 MWC

Type : Screw Type


105



solids consistency





Quantity : 3 Nos. (2W + 1S)

The blowers shall be positive displacement (roots) type, and head for

blowers shall be decided on the basis of maximum liquid depth in tank

duly considering the losses governing point of delivery and the blowers.

The number of standby blower shall be 100% of the number of working

blowers. Blowers shall be complete with motor and accessories like base

frame, anti vibratory pad, silencer, non return valve, air filter etc. as per

requirements.

Air Mixing Rate : 1.0 m3/hr/m3 of liquid

volume

Blower Capacity and Head : 100 m3/hr @ 0.4 bar

(minimum)

Type : Twin Lobe, Root


Quantity : 2 Nos. (1W + 1S)

8.3.9.3. MECHANICAL DEWATERING UNIT:

The mechanical dewatering units shall be solid bowl centrifuge designed

so as to give a 100% trouble free operation at all times and the sludge

dewatering plant should operate for designed flow and capacity

conditions and be sized as per the following guidelines.

i. The de-watering system should be so located that the de-watered

sludge can be loaded into trolleys / drums / bins directly - preferably the


106


de-watering unit shall be so located that the de-watered sludge falls into

the containers/ bins without requirement of another material handling unit.

ii. The de-watered sludge should be truck-able & be suitable for disposal

by open body truck and should have a minimum solid concentration of

20% or more (measured as dry solids w/w basis)

There shall be one Centrifuge building in framed structure construction,

the first floor will house centrifuges. The configuration shall be such that the

wet cake discharge will be discharged through single central chute to the

parked trailer/lorry below.

The centrifuge shall be solid bowl centrifuge of co-current/counter current

design. The centrifuge shall have sufficient clarifying length so that

separation of solids is effective. The centrifuge and its accessories shall be

mounted on a common base frame so that entire assembly can be

installed on an elevated structure.

Suitable drive with V- belt arrangement and turbo-coupling shall be

provided along with overload protection device. Centrifuge shall be with

SS304 wetted parts.

Differential speed and bowl speed should be adjusted by changing the

pulleys; differential speed may be adjustable by use of epicyclical-gear.

The bowl shall be protected with flexible connections so that vibrations are

not transmitted to other equipment. The base frame shall be in epoxy

painted steel construction and provided with anti-vibration pads. All steps

necessary to prevent transmission of structure borne noise shall be taken.

The drive motor shall be of 1450 rpm. The noise level shall be 85 dB (A)

measured at 1m distance under dry run. The vibration level shall be below

50 micron measured at pillow blocks under dry run condition. Adequate

sound proof shall be carried out for the housing the centrifuges to ensure

that the noise level at 5 m distance from the enclosure is less than 75 dB

(A).

A hoist shall be provided above centrifuge for maintenance purpose. The

hoist shall be such that it shall be possible to erect or de-erect the

centrifuge while one centrifuge is in operation.

Number of Centrifuges : 2 Nos. (1 Working+ 1

Standby)

Type : Horizontal


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Capacity of each unit : 42 m3/hr

Operating Hours : 20 hrs per day maximum

Mixing arrangement of Polyelectrolyte and sludge: online-mixing

8.3.9.4. POLYELECTROLYTE DOSING:

The polyelectrolyte will be dosed online at the centrifuge inlet. Minimum

dosage of polyelectrolyte shall be 1.2 kg/T of dry solids in sludge at 0.5%

solution strength. There shall be two poly-dosing tanks each suitable for

minimum 8 hrs. of operation. Each-tank shall be equipped with slow speed

mixer (100 RPM) to prepare polyelectrolyte solution. The solution will be fed

using positive displacement metering type dosing pumps. There shall be

dedicated dosing pumps to each centrifuge with one common standby.

The pumps shall be interlocked with centrifuge so that it can only be

running in auto when centrifuge is on and should shut down when

centrifuge stops. The dosing system shall be housed in centrifuge house

itself.

8.3.10. DISINFECTION SYSTEM

8.3.10.1. CHLORINATION TANK:

Treated sewage from STP shall be taken to chlorine contact tank by RCC

channel/pipe. Chlorine Contact Tank is provided for dosing of chlorine.

The tank is constructed in M30 grade concrete and as per IS 3370.

Baffle walls are provided to achieve proper disinfection. The baffle walls

shall be constructed in M30 grade concrete and 20 mm thick plaster in

CM 1:3 on either side.

Design Flow : 22 MLD

No. of Units : 1 No.

Detention Time : 30 minutes of average

flow or 30 minutes of

decant flow, whichever

is higher

Freeboard : 0.5 m

Minimum size of Chlorine Contact Tank shall be 16.5 m x 8 m x 3.5 SWD

8.3.10.2. CHLORINATION SYSTEM:


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Average Flow : 22 MLD

Number of Units : 2 (1W + 1S)

Type : Vacuum Type

Chlorine Dosing : 3 ppm max.

Capacity of Chlorinator : Minimum 5 kg/hr

Chlorination system covering chlorine tonners (2 Nos.), chlorinator, water

feed pumps, piping, booster pumps, ejector, trunions, lifting device with

weighing scale, leak detection and leak absorption system, safety

equipments like canisters, gasmasks etc. and other ancillary shall be

provided in the chlorine house. Chlorine house of minimum 60 sq. m. plinth

area shall be provided. It is proposed to have sufficient ventilation as per

the latest norms for safety purpose with necessary lifting arrangement and

EOT of minimum 2 T capacity etc. complete.

8.3.11. DISPOSAL PIPE/CHANNEL

Treated sewage after chlorine contact tank shall be disposed into Drain in

north of industrial area, Hajipur through RCC Channel/Pipe.

8.3.12. SBR AIR BLOWER CUM ADMINISTRATIVE CUM MCC & CONTROL BUILDING

The SBR Air Blower cum Administrative cum Control Building shall be G+1

structure. Ground Floor shall be SBR Air Blower Room and first floor shall be

Admin Block with 240 m2 area at each floor. SBR Air Blower Room shall

comprise Air Blower Room, Tool Room and Work shop. The Admin Block

shall comprise Office, Laboratory, Conference Room, MCC Room and

Control Room. The proposed building shall meet the following minimum

carpet requirements.

SBR Air Blower Room : 15 m x 12 m

MCC Room : 10 m x 5 m

PLC & Control Room : 5 m x 5m

Office Block & Laboratory : 15 m x 5 m

Conference Room : 5 m x 5 m


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Toilet Block : 5 m x 2.5 m at each

Floor

8.4. PROPOSED DISPOSAL METHOD

The treated effluent is proposed to be discharged in drain passing through

the outskirts of Hajipur which ultimately discharges in river Ganga. The

treated effluent shall be religiously monitored for its polluting nature before

discharging in drain.

A part of the treated effluent shall be utilized for agriculture purposes in

non-rainy periods.

8.5. ANCILLARY FACILITIES

8.5.1. SECURITY ROOM

The security room at entry to the STP shall be a ground floor construction

with 3m X 5m carpet area and be of RCC roofing and shall be provided

with glass panels on three sides and an air cooler. Necessary fans and

lights shall be provided.

8.5.2. PMCC ROOM

There shall be 1 room strategically / appropriately sized to meet statutory

and functional requirements.

8.5.3. CONTROL ROOM

There shall be 1 control room strategically / appropriately sized (6m X 4m)

to meet the functional requirements. Two no. 1.5 TR air conditioners shall

be provided. The wall on all sides shall be glass panelled above 1 m wall.

Necessary lighting and fans shall be provided as directed by the

employer's representative.

8.5.4. REST ROOM

There shall be 1 rest room of size 4m × 5m with toilet facility. Necessary light

fans furniture and air coolers shall be provided. An attached toilet with

water facility shall be provided.

8.5.5. WORKSHOP CUM STORE

There shall be a room of size 12m X 4m divided into two equal portions.

Necessary light fans furniture and air coolers are proposed to be provided.

Necessary facilities for drilling welding machining etc shall be provided to


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shit the maintenance work involved in the pant, a wide rolling shutter shall

be provided for shop and also for store with ramp.

8.5.6. OPEN STORE YARD

This shall be of a floor area of 100 sqm fenced with GI barbed wire of 4m

tall and RCC posts. The security for stored materials shall be provided with

gates that produce audible alarms whenever opened and closed. Rollers

moving on rails/flats shall be provided.

8.5.7. COVERED VEHICLE PARK

There shall be provision to park 2 numbers four wheelers, 6 numbers of two

wheelers and 10 numbers of cycles for which an area of 60 sqm is

adequate with concrete flooring, ramp and FRP roofing.

8.5.8. LANDSCAPING

The landscaping of the woks/STP site is also proposed to be taken up

under this project. The open area within the campus after construction

sewage treatment plant shall be developed through adequate greenery

comprising flowering bushes, thickets and trees. Treated sewage shall used

for the development. At least 33% of the open area shall be converted to

a green belt/garden. Dense plantation shall be used for control of noise

around the blower buildings. Plantation of large trees and green belt

including creepers shall be used in the campus to ensure that odours, if at

all emitted, get diluted and diffused and a visual barrier is created.


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Chapter 9.Chapter 9.Chapter 9.Chapter 9. Project CostProject CostProject CostProject Cost

9.1. SOURCES

The rates for different unit works/Material/Supplies for building, Electrical,

Electromechanical, Instrumentation & other components appearing in

scope of work of this project have been adopted from number of sources

as detailed below:

The rates of items such as RCC Non Pressure pipes, uPVC Pipes, Manhole

Covers, Ferro Cement Steps Bedding, Manhole, vent-shafts etc have been

inquired from manufacturers and rate analysis has been carried out for

arriving at on site rates.

Schedule of Rates (SoR), Building Construction Department: The rates for

almost all the civil works have been taken from Schedule of Rates

effective from 01-07-2008 as published by Building Construction

Department , Government of Bihar.

Schedule of rates of WRD: The rates of some of the items have been

adopted from Schedule of rates effective from 01-10-2007 as published by

Water Resources Department, Government of Bihar.

Schedule of Rates of Road Construction Department: The rates of items for

cutting & restoration of roads and other related items have been adopted

from Schedule of Rates effective from 24.03.2008 as published by Road

Construction Department, Government of Bihar.


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Vendors: Some rates have been enquired from vendors, manufacturers

etc.

9.2. SEWERS

With the objective of ease of record measurement, verification & other

book keeping procedures, the cost estimates for sewers have been

categorized depending upon main parameters of Diameter of sewer and

Average Depth of invert of sewer. Rate analysis for these categories have

been prepared and are used in cost estimates.

The major cost items for sewer are as follows:

� Dismantling & restoration of Road Surface

� RCC NP Pipe with bitumastic anti corrosive painting

� Earthwork

� Timbering

� Laying & Jointing

� Bedding

� Barricading

� Well Point System & Dewatering

� Vent Shafts

9.3. MANHOLE

Manholes are proposed to be constructed in Brick Masonry and RCC

depending on invert depth as explained in Design Criteria Chapter.

With the objective of ease of record measurement, verification & other

book keeping procedures, the cost estimates for manholes have been

also categorized depending upon main parameters of Diameter of sewer

and average depth of Manhole. Rate analysis for these categories have

been prepared and are used in cost estimates. Rate analysis for both Brick

Masonry & RCC have been prepared separately.

The major cost items for manhole construction are as follows:

� Dismantling & restoration of Road Surface

� Earthwork

� Timbering

� Shuttering

� Brick Masonry/Reinforced Cement Concrete


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� Plastering/Pointing

� Ferro Cement Manhole Covers

� Cast Iron Foot Steps

� Barricading

9.4. PUMPING STATIONS

The major cost items for proposed pumping stations are as follows:

� Mechanical Screens

� Wet Well

� Pump sets with prime movers and control equipment

� Electric Panel Rooms

� Power Connections

� DG Sets

9.5. TREATMENT PLANT

The major cost items for proposed Sewage Treatment Plant are as follows:

� Preliminary treatment units i.e. Screen Chamber & Grit Chamber

� Civil Works related to Different Units

� Electromechanical & instrumentation equipments for different units

� Pipes/Channel/Pumps to carry wastewater in between units

� Cost of land

9.6. SEWERS IN NARROW LANES

The major cost items for sewers in narrow lanes are as follows:

� HDPE pipes of size 160 mm

� Chambers

9.7. OTHER ITEMS

The following items have been used for arriving at the total cost of the

project:

� Mobile Flushing Units

� Cost of preparation of Detail Project Report (DPR)

� Operation & Maintenance for 5 years


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9.8. ABSTRACT OF COSTS

The Abstract of Cost for the sewerage project of town of Hajipur is as

below:

S.NO. PARTICULARS AMOUNT (Rs.)

1 PART--"A"

Earthwork, Timbering and Baricadding 131,881,804

2 PART--"B"

Providing and Laying of Sewer lines with bedding works

165,908,487

3 PART--"C"

Construction of Manholes, Ventshafts and uPVC pipe laying

364,318,855

4 PART--"D"

Dismentalling and Restoration of Roads, structure and Railway & NH crossing by Trenchless technology etc

83,779,801

5 PART--"E"

E. Miscellaneous Items like encasing, equipments for flushing of sewer lines etc

18,146,453

6 PART--"F"

Provision for 2 nos pumping station, rising main and pumping machineries and for dedicated HT & LT feeders.

37,197,511

7 PART--"G"

Provision for STP (Sequential Batch Reactor) 22 MLD in PHASE I for population of 2026 including SCADA

217,250,000

8 TOTAL "A" to "G" 1,018,482,911

9 PART--"H"

Provision for Land Acquisition 33,000,000

Provision for IEC activities 5,000,000

10 PART--"J"

Centage charges @ 8.0% (excluding land acquisition cost)

81,878,633

GRAND TOTAL 1,138,361,544

SAY RS. Crores 113.84

Detailed estimates & rate analysis based on prevalent Schedule of rates in

State of Bihar are available at Annexure A-9.


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Chapter 10.Chapter 10.Chapter 10.Chapter 10. Funding & ImplementationFunding & ImplementationFunding & ImplementationFunding & Implementation

10.1. IMPLEMENTING AGENCY

With a view to accelerate infrastructure development activities across all

ULBs and assist the ULBs in developing, augmenting, financing and

maintaining municipal services, Government of Bihar has established Bihar

Urban Infrastructure Development Corporation Ltd. (BUIDCo), a Govt. of

Bihar Undertaking registered under the Company’s Act 1956 (Act 1 of

1956) on 16th June, 2009.

Govt of Bihar has decided Bihar Urban Infrastructure Development

Corporation Ltd. (BUIDCo) to act as Execution Agency for all Projects

sanctioned under JNNURM / UIDSSMT /NGRBA.,

There shall be tripartite contract agreements between BUIDCo, ULB and

Contractor for capital works and for O&M of assets created.

10.2. AGENCY RESPONSIBLE FOR OPERATION & MAINTENANCES

After successful testing and commissioning of all components, the assets

will be transferred to ULB for taking care of O&M responsibilities.


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Considering the financial, technical & human resource constraints of

Municipal Council, it is proposed to club the operation & maintenance of

the sewerage system with STP in first five years with Capital works contract.

Later, with gradual capacity building of Municipal council, the O&M of the

system may be taken over by Municipal council or outsourced to some

private operator.

The operation & maintenance of the project will be responsibility of Urban

Local Body (ULB) i.e. Municipal Council of Hajipur Town. This is in line with

the 74Th Constitutional Amendment Act and also confirms the requirement

of NRCD guidelines. NRCD guidelines recommends following;

“Operation and Maintenance in all its facets is the responsibility of the local

body aided and supported by State government. A firm commitment will be given

by the local body that it agrees to bear the entire cost of O & M. The State

Government shall give an undertaking that it will ensure that assets are properly

operated and maintained and any short fall in resources will be met by them.

The agency for O & M of the assets created will also be clearly mentioned in the

DPR.”

10.3. IMPLEMENTATION PLAN

The major activities proposed for implementation of this project are

identified as follows:

i. Appointment of Construction Supervision Consultants : It is proposed to

appoint Construction Supervision Consultants to assist the executing

agency for smooth & timely implementation of Project. Construction

Supervision Consultants will have primary responsibility for supervision

of project construction activities & to ensure quality assurance &

quality control etc.

ii. Public awareness activities : A comprehensive programme will be

framed and implemented with required assistance with local NGOs

for taking up Information, Education & Communication (IEC) activities

for the project. Active Public participation is of paramount importance

for success of any projects

iii. Preparation of Bid Document: Project management consultants will

prepare the bid documents, technical specifications etc.

iv. Bidding Process & Award of Contract: It is proposed to invite

competitive bids at national level. The bid will be evaluated for


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technical competence and work will be awarded to lowest bidder

among already qualified bidders in technical evaluation stage.

v. Project Execution: The project will be executed by the contractor to

whom the work is awarded. The supervision of construction work will

be done by Construction Supervision Consultants.

10.4. IMPLEMENTATION PERIOD

The initial nine months will be taken up by preliminary activities like

identification & allotment/transfer of land for STP & Pumping Stations,

appointment of Construction Supervision consultants, Preparation of bid

documents, Bidding process & award of Contract. Afterwards the project

execution period is taken up as 15 months.

10.5. PACKAGING

The whole project is proposed to be executed in a single package

including sewerage network, pumping stations, sewage treatment plant

etc.

10.6. IMPLEMENTATION SCHEDULE

The detailed implementation schedule of various packages is available on

the next pages in the form of Gantt Chart.

10.7. FUNDING PATTERN

The funding pattern for the project will be in accordance with NRCD

guidelines as determined by Ministry of Environment & Forest, Government

of India. The guideline of NRCP programme recommends following:

The National River Conservation Authority (NRCA) has decided that the

Financing pattern of schemes of the NRCD for the conservation of rivers and

lakes will be as follows:-

� Government of India (NRCD) to bear 70% of the project cost,

� States and the local bodies to bear 30% of project cost of which Share of

the public shall be a minimum of 10%.

� O & M shall be a part of the project and the costs thereon shall be borne

entirely by the state and the local bodies for which additional resources

have to be demonstrably raised and committed to O & M.


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� The Local Bodies may raise loans from Financial Institutions such as

HUDCO to contribute their share,

� If for any reason such as delay, wrong design or estimation, omission of

items, inflation etc., there is cost overrun in any project, the central share

in the total cost will be limited to the ceiling amount approved by the

CCEA. Balance, if any, is to be borne by the respective state Government.

It is, therefore, necessary to prepare the DPR accurately after

investigation and survey and taking all factors into account that can

influence the cost of the project.

The State Governments should make all efforts to obtain larger plan allocations

for such programmes.

The contribution of 10 % from the beneficiaries and stakeholders can be raised

in one or more of the following forms.

� additional development charges, water and sewage cess

� fair assessment, levy and recovery of property tax

� house connection charges

� contribution from Development Funds of local MPs and MLAs

� Fines on polluters

� Taxes from pilgrim/tourist/floating population visiting the town

� Donation from industry, business associations, voluntary agencies such as

Rotary and Lion’s clubs and philanthropists.

� Any other mode.

The funds required from different sources for the project are as follows:

S.No. Funding Source Share(%) Fund Required (Rs

Crores)

1 Central Government 70 79.69

2 State Government & Local Bodies 30 34.15

Out of State Government & Local bodies share of Rs 34.15 crores, as per

the guidelines of NRCD, the minimum share of public shall be 10% i.e. Rs

3.41 crores. This contribution is proposed to be generated through House

connection charges, fine imposed on polluters and water & sewage cess.

As required by NRCD guidelines, the quarterly requirement of funds from

different agencies as project shall be as follows:


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Funding Source

Fund Required (Rs Crores)

Quarterly Fund Requirements

Pre Construction Phase Construction Phase

I II III IV V VI VII VIII

Central Government 79.69 0.16 0.64 9.25 7.14 17.85 25.00 14.29 5.36

State Government & Local Bodies

34.15 0.07 0.27 3.97 3.06 7.65 10.71 6.12 2.29

Total 113.84 0.23 0.91 13.22 10.21 25.51 35.71 20.41 7.65

Quarterly Funds requirement (Rs Crore)

0.230.91

13.22

10.20

25.50

35.71

20.42

7.65

0.00

5.00

10.00

15.00

20.00

25.00

30.00

35.00

40.00

1 2 3 4 5 6 7 8Quarters

Rs

in C

rore

s

Central Government State Government & Local Bodies Total Funds


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Chapter 11.Chapter 11.Chapter 11.Chapter 11. Operation & MOperation & MOperation & MOperation & Maintenanceaintenanceaintenanceaintenance

11.1. INTRODUCTION

The lack of proper maintenance has resulted in deteriorated sewers with

subsequent backups, overflows, cave-ins, hydraulic overloads at

treatment plants, and other safety, health, and environmental problems in

several cities across the world. As one of the most serious and

environmentally threatening problems, sanitary sewer overflows—or

SSOs—are a frequent cause of water quality degradations and are a

threat to public health as well as the environment. Flooded surroundings

and overloaded treatment plants are some symptoms of collection

systems with inadequate design capacity and improper management,

operation, and maintenance.

The poor performance of many sanitary sewer systems and resulting

potential health and environmental risks experienced frequently in

developing countries highlight the need to optimize operation and

maintenance of these systems.

Commonly accepted types of maintenance include three classifications:

corrective maintenance, preventive maintenance, and predictive

maintenance. Thus in case like this project town of Hajipur, where entirely

new system are to be put in place, predictive maintenance assumes the

greatest importance. Schedules for regular preventive maintenance also

needs to be developed.

It is of note that comprehensive specifications & construction practices go

a long way in ensuring an easy & trouble free operation & maintenance

for example, ise of SFRC in manholes and sewers where appropriate,

laying of adequately designed sewers at recommended grades and

selection of robust plant & equipment such as pumps, blowers, aerators

etc.

11.1.1. CORRECTIVE MAINTENANCE

Maintenance classified as corrective, including emergency maintenance,

is reactive. Only when the equipment or system fails is maintenance


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performed. Reliance on reactive maintenance will always result in poor

system performance, especially as the system ages.

11.1.2. PREVENTIVE MAINTENANCE

Maintenance classified as preventive is proactive and is defined by a

programmed, systematic approach to maintenance activities. This type of

maintenance always results in improved system performance except in

the case where major chronic problems are the result of design and/or

construction flaws that cannot be completely corrected by O&M

activities. Proactive maintenance is performed on a periodic (preventive)

basis or as needed (predictive) basis. Preventive maintenance can be

scheduled on the basis of specific criteria such as known problem areas

(for example—a siphon that often gets clogged, a low point that is often

first to overflow in a storm event, or even an area prone to blockages),

equipment operating time since the last maintenance was performed, or

passage of a certain amount of time (calendar period).

11.1.3. PREDICTIVE MAINTENANCE

The third type of maintenance is predictive. Predictive maintenance,

which is also proactive, is a method of establishing baseline performance

data, monitoring performance criteria over a period of time, and

observing changes in performance so that failure can be predicted and

maintenance can be performed on a planned, scheduled basis. It is often

said that predictive maintenance begins at the conceptual stage and is

half done by the time detailed designs are finalized. Such conceptual and

design interventions aim at framing rigorous specifications for each and

every component so that it functions with the desired efficiency at-least till

the end of design life.

Some pointers to predictive maintenance for sewerage system are:

� Use of proper design years and flows based on scientific town

planning principles & regulations.

� Building necessary redundancies, back-ups into the system

including use of appropriate factor of safety, especially in regard to

mechanical equipment.

� Creating/planning bye-pass/overflows arrangements at Sewage

Treatment Plant and for various units of STP


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� Specifying adequate spares and maintaining proper inventory of

chemicals/fuel and other perishables considering delivery time, shelf

life and criticality of the spares/chemicals etc for units/STP.

� Adopting detailed design of units so that O&M is simplified and

facilitated (eg elevated disposal conveyers, chutes capable of

discharging to containers/trolleys etc. for grits, screenings etc)

� Specifying chemical resistant paint for metal parts/components/

structures subject to corrosion

� Specifying adequate instrumentation to inform on health of the

system, units, equipment.

System performance is frequently a reliable indicator of how the system is

operated and maintained. Agencies that historically rely primarily on

corrective maintenance as their method of operating and maintaining

the system are seldom able to focus on preventive and predictive

maintenance since most of their resources are consumed by corrective

maintenance.

11.1.4. FLUSHING PLAN

As there are in all 2543 links in the sewerage network and out of which

approximately 1011 pipes in the initial stretches of network are having

velocities less than 0.3 m/s for peak flow in first year of operation.

These pipes will require regular flushing as a preventive measure, as these

shall have a higher probability of tendency to choke. A provision of one

jetting machines and three tractor with trolley have been taken in the

estimates for both corrective and preventive maintenance. It is proposed

to employ one tractor with trolley for corrective maintenance for

attending complaints as & when received and balance one jetting

machines & two tractor with trolley shall be employed for flushing all these

identified sewers with higher tendency to choke.

The whole of the town may be divided in three zones with a view that

each jetting machines/tractor with trolley is equally work allotted.

Assuming six working days in a week and one day assigned for workload

of corrective maintenance and repairs, it is assumed that each jetting

machine/tractor with trolley shall effectively take up work of flushing for

five days in a week. Assuming a three week cycle and five working days in

a week, each flushing unit will flush 23 pipes each working day. So, a three


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week program will be chalked out for each flushing unit to flush these

sewers at least ones in a three week time.

11.2. BENEFITS

The benefits of an effective operation and maintenance program are as

follows:

� Ensuring the availability of facilities and equipment as intended.

� Maintaining the reliability of the equipment and facilities as

designed. Utility systems are required to operate 24 hours per day, 7

days per week, and 365 days per year. Reliability is a critical

component of the operation and maintenance program. If

equipment and facilities are not reliable, then the ability of the

system to perform as designed is impaired.

� Maintaining the value of the investment. Wastewater systems

represent major capital investments for communities and are major

capital assets of the community. If maintenance of the system is not

managed, equipment and facilities will deteriorate through normal

use and age. Maintaining the value of the capital asset is one of the

major responsibilities. Accomplishing this goal requires ongoing

investment to maintain existing facilities and equipment and extend

the life of the system, and establishing a comprehensive O&M

program.

� Ensuring full functionality of the system throughout its useful life.

� Collecting accurate information and data on which to base the

operation and maintenance of the system and justify requests for

the financial resources necessary to support it.

� Planned maintenance and repairs are much more cost effective

both in the long and short term because the work can be done with

the proper materials during normal working hours and under

preferred working conditions. Besides this, they have potential for

significant savings in fuel & power by maintaining requisite

efficiencies.

11.3. TECHNICAL & MANAGERIAL CAPACITY

Certainly, the operation & maintenance responsibilities are to be

shouldered by one or a combination of stakeholders especially the user


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group or nodal agency. Municipal Council is expected to be responsible

for operation & maintenance of the proposed sewerage system or at-least

overseeing the O&M if some PPP model is adopted for O&M of the

proposed system. .

As the town does not have sewerage facilities till now, Municipal council

does not possess the tools & plant, equipment and manpower required for

operation & maintenance of sewerage system. Municipal council is

having regular Engineering staff primarily responsible for civil works e.g.

buildings, roads, street drains etc. but the capacities & human resources

required for efficiently carrying out the O&M are lacking to a large extent.

11.4. OUTSOURCING :

Looking to constrained capacities of Municipal Council in regard to

financial, human & equipment resources, it may not be prudent for

Municipal Council to shoulder this additional responsibility atleast in the

near future. The recommended approach is to

• Club the operation & maintenance for certain period with the

capital works. This will enable the municipal council to get fully

acquainted with the sewerage system for taking up the work in

future, if required.

• In future the operations could be outsourced to private sector.

• Alternatively, if the Municipal Council decides, intensive training in

O&M of the system can be imparted to identified personnel.

However, such experiments in other cities have been less successful

over a period of time.

11.5. SEWERAGE O&M MANAGEMENT PLAN

A comprehensive Sewerage System Management plan is required to be

put in place for safe & reliable performance of the proposed system & to

enable the sewerage system to deliver its intended objectives. The major

components of such management plan are as follows:

� Provide adequate operation and maintenance of facilities and

equipment.

� Maintain an up-to-date map of the collection system showing all

gravity line segments and manholes, pumping facilities, pressure

pipes and valves. This could be preferably GIS based.


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� Maintain relevant information to establish and prioritize appropriate

Wastewater Collection System Management Plan activities (such as

the immediate elimination of dry weather overflows or overflows into

sensitive waters, such as public drinking water supplies and their

source waters), and identify and correct/rectify after assessing the

causes & selecting appropriate corrective action.

� Routine preventive operation and maintenance activities by staff

and contractors, including a system for scheduling regular

maintenance and cleaning of the collection system with more

frequent cleaning and maintenance targeted at known problem

areas as well as a tracking system for work orders. Special mention

need to be made for flushing of starting sewers in developing areas.

A regular schedule of flushing needs to be developed & enforced

for say first 5 years after commissioning.

� Identify and prioritize structural deficiencies and implement short-

term and long-term rehabilitation actions to address each

deficiency. This shall include a rehabilitation plan including

schedules for the entire system. As with the preventative

maintenance program, sewer rehabilitation and replacement is

crucial for the prevention of spills.

� Provide supervision training on a regular basis for staff in collection

system operations, maintenance, and monitoring, and determine if

contractors’ staffs are equipped with adequate skill sets.

� Provide equipment and replacement parts inventories, including

identification of critical replacement parts.

� Establish an implementation plan and schedule for a

comprehensive IEC aimed at educating public that promotes

proper disposal of wastewater and inculcate civic sense.

� Describe financial resources necessary to ensure system operation,

including fee structure, actual and projected five-year budget

expenses for staffing, operation, system extension projects, and

reserves.

� Describe staffing available to ensure effective

supervision/overseeing system operation (identifying individuals and

titles) including developing, implementing, and revising the

Wastewater Collection System Management Plan. Include an

organizational chart, duties, and training frequency.


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There shall be an Overflow Emergency Response Plan that identifies

measures to protect public health and the environment. At a minimum,

this plan should provide for the following actions.

� Ensure proper notification procedures so that the primary

responders are informed of all overflows in a timely manner (to the

greatest extent possible).

� Ensure that all overflows are appropriately responded to, including

ensuring that reports of overflows are immediately dispatched to

appropriate personnel for investigation and appropriate response.

� Ensure immediate notification of health agencies and other

impacted entities (e.g., agencies responsible for water suppliers etc)

of all overflows.

� Ensure that appropriate staff and contractor personnel are aware of

the plan, follow the plan, and are appropriately trained.

� Provide emergency operations, such as traffic and crowd control,

and other necessary emergency response as necessary in case of

corrective maintenance.

� Take all reasonable steps to contain untreated sewage, prevent

sewage discharges to surface waters, and minimize or correct any

adverse impact on the environment resulting from the overflows,

including additional monitoring as may be necessary to determine

the nature and impact of the discharge.

� Develop and implement a plan to respond in a timely manner to

spills and other emergencies. Collection system staff should be able

to respond to a sewage spill in less than an hour from the first call.

The Authorities must own or have ready access to spill and

emergency response equipment such as vacuum trucks,

hydroflushers, pumps, temporary bypass hoses, and portable

generators of adequate number and capacity to operate pump

stations.

11.6. O&M COSTS

Looking to the financial resources available with municipal Council, It is

not sustainable for the project to have municipal Council to bear the

operation & maintenance of the proposed system.

11.6.1. PROVISION FOR SEWERAGE CHARGES IN BIHAR MUNICIPAL ACT, 2007


127


Section 216 of Bihar Municipal Act,2007 stipulates the sewer charges to be

collected from property owner connected to public sewers and is

reproduced below:

216. Sewerage charge and sewerage cess.- (1) The Municipality shall levy

sewerage charge on the owners of premises for connection of such premises to

sewerage mains, such amount being not less than one-half of the amount

chargeable for water-supply under sub-section (2) of section 171 or sub-

section (2) of section 172, as the case may be, as may be determined by

regulations from time to time.

The provision for water charge in the Bihar Municipal Act,2007 is as follows:

171. Supply of water to connected premises.- (1) The Chief Municipal Officer

may, on an application by the owner, lessee or occupier of any building,

either on his own or through any other agency, arrange for supply of water

from the nearest main to such building for domestic purposes in such quantity

as may be deemed to be reasonable and may, at any time, limit the quantity of

water to be supplied whenever considered necessary:

Provided that the Chief Municipal Officer may, by order in writing, delegate

the responsibility of receiving the application to any other agency.

(2) For the water supplied under sub-section (1), payment shall be made at

such rate as may be fixed by the Municipality from time to time:

Provided that such rate shall, as far as practicable, cover the costs on account

of management, operation, maintenance, depreciation, debt servicing, and

other charges related to waterworks and distribution costs, including

distribution-losses, if any.

Section 172 of Bihar Municipal Act, 2007 contains similar provision for water

supply for Non Domestic purposes.

At present, a holding tax of 9% of total rental value of property is being

levied from property owners in municipal area. Out of this holding tax,

water charges in lieu of supply of drinking water constitute 2%.

11.6.2. MODALITIES FOR SELF SUSTAINING SYSTEM

Some arrangement of sharing of cost between Municipal Council and

user in initial phases and gradually shifting the full O&M cost to the user is

the preferred choice.

The sewerage charges from the consumers could be collected by one of

the following methods:


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� Sewerage charges may be charged as a %age of water charges

and will be collected with water bill. This method is adopted in other

towns also.

� Sewerage charges may be charged on basis of Plot size & locality

and could be collected with land & property taxes.

11.6.3. SUSTAINABILITY

For successful implementation and operation of project, it is imperative

that project should be financially and economically sustainable. The

benefits accrued from the project should be able to offset the capital and

O&M expenses incurred on the project and possible will also provide

finances for creating new assets required for future.

Sewerage projects are capital intensive. The prevailing mindset among

community is that the state is responsible for providing the basic civic

amenities and shall bear the costs involved in implementation & operation

of such projects. Presently there is increasing stress that a gradual shift is

being made to made the beneficiaries bearing the financial burden for

development projects. As a first move, it is expected the beneficiaries shall

bear the cost to the extent that O&M costs are recovered with gradual

realization of capital costs from the beneficiaries.

It has sometimes been suggested that financial viability not be made a

concern because as long as a project is economically sound, it can be

supported through government subsidies. However, in most cases,

governments face severe budgetary constraints and consequently, the

affected project entity may run into severe liquidity problems, thereby

jeopardizing even its economic viability.

Expenditures

Cost involved in Operation & maintenance of this project have been

categorized in four major divisions; namely

� Power Charges: For operation of twelve pumping stations at

different locations and thirteenth at STP.

� Repair & maintenance Charges: For Sewerage system & Sewage

treatment Plant and are adopted as %age of total capital costs.

� Salary Charges: For salaries & wages for the operating &

maintenance staff. The staff at STP & Sewer network adopted

looking to the requirement of respective zone.


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� Chemical Charges : For STP, lump sum cost of the chemicals is

adopted.

Analysis

A detailed analysis of projected operation & maintenance costs for this

project has been carried out for the entire project period i.e. from 2011 to

2041.

Base Data & Assumptions:

The various parameters adopted are as follows:

S.No. Particulars Adopted Values

1 Start Year 2012

2 Project Period 30

3 Efficiency of P/Sets 50%

4 Power Charges 4.5

5 LPCD 135

6 Wastewater Contribution 80%

7 Infiltration 5%

8 Maintenance Cost Civil 0.20%

9 Maintenance Cost Mechanical 1.00%

10 Annual increase 0.00%

11 Discount Rate 10%

The details of various staff for purpose of arriving at cost for salary & wages

at Sewage treatment Plant & Sewer Network is as follows:

Sewer Network

S.No. Particular Numbers Monthly

Salary

1 Supervisors 2 20000

2 Labour, Sweepers 16 8000

3 Drivers 4 10000

Pumping Stations


Salary

1 Pump Driver 6 8000

2 Labour 6 5000

Sewage Treatment Plant


Salary

1 Plant Supervisor Cum Chemist and

SCADA Operator 2 20000


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2 Pump Driver/Mechanic 9 8000

3 Lab Assistant 1 8000

4 Labour 9 5000

5 Security Guard 3 5000

The analysis results are available at Annexure A-11. The results of this

analysis are as follows:

In the analysis the price escalation and annual increase in sewer charges

has not been considered to keep the parity between O&M costs and

revenues.

Annual O&M Cost for this project comes to be Rs 139.39 lacs in year 2012

and increased to Rs 224.43 lacs in year 2042. Price escalation has not

been considered while arriving at future O&M costs.

The total O&M cost for the entire project period comes to be Rs 5389.91

lacs. Discounted value of these O&M cost for entire project period is Rs

1630.02 lacs at year 2012 prices with a discount rate of 10%.

Sewer charges required to be levied from the user to offset the

undiscounted operation & maintenance cost comes to be Rs 1.85 per

cu.m.

Sewer charges required to be levied from the user to offset the discounted

cost of O&M comes to be Rs 1.95 per cum. It is proposed to charge Rs 1.95

per cum for ensuring long term sustainability of the project.

11.7. MUNICIPAL COUNCIL HAJIPUR

11.7.1. BACKGROUND

Municipal Council, Hazipur was established in year 1969. The Urban Local

Bodies of State of Bihar are governed by The Bihar Municipalities Act, 2007.

11.7.2. ADMINISTRATIVE SETUP

Municipal Council is governed by an elected board with Chairman as its

head. Administrative function for the council are carried out by Executive

Office assisted by support staff. The various sections in Hazipur Municipal

Council for discharging its duties are as follows:

� General Administration Section

� Revenue Section

� Public Health Section

� Epidemic Section


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� Public Works Section

� Drain cleaning section

� Street Cleaning Section

� Market & slaughterhouses Section

Municipal Council, Hajipur has staff strength of 230 numbers. Against

which only 125 staff is working at present and balance 105 positions are

vacant.

The list of various sanctioned, working & vacant positions are as follows:

S.No. Name of Position Sanctioned

Posts

Number of

Working

Employees

Number of

Vacant Posts

1 Accountant 1 - 1

2 Secretary 1 1 -

3 Assistant Engineer 1 1 -

4 Senior Assistant 1 - 1

5 Cashier 1 1 -

6 Upper Divisional

Assistant

3 3 -

7 Assistant 5 5 -

8 Tax Collector 1 1 -

9 Assistant Tax

Collector

2 - 2

10 Tehsildar 10 7 3

11 License Inspector 1 1 -

12 Amin 1 1 -

13 Sanitary Inspector 1 1 -

14 Ward Inspector 2 2 -

15 Ward Jamadar 13 9 4

16 Keet Shodhak 2 1 1

17 Driver 1 1 -


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S.No. Name of Position Sanctioned

Posts

Number of

Working

Employees

Number of

Vacant Posts

18 Rickshaw Jamadar 1 1 -

19 Teekakar 1 - 1

20 IV class 20 8 12

21 Guard 1 1 -

22 Sweepers 153 76 77

23 Road Coolie 7 4 3

Total 230 125 105

The Municipal Council carries out the following core functions either

directly & independently or with support of other support

agencies/contractors:

i. Water-supply for domestic, industrial, and commercial purposes,

ii. Drainage and Sewerage,

iii. Solid Waste Management,

iv. Preparation of plans for development and social justice,

v. Communication systems, construction and maintenance of roads,

footpaths, pedestrian pathways, transportation terminals, both for

passengers and goods, bridges, over-bridges, subways, ferries, and

inland water transport system

vi. Transport system accessories including traffic engineering schemes,

street furniture, street lighting, parking areas, and bus stops,

vii. Community health and protection of environment including

planting and caring of trees on road sides and elsewhere,

viii. Markets and slaughterhouses,

ix. Promotion of educational, sports and cultural activities, and

x. Aesthetic environment.

11.7.3. TOOLS & PLANTS


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ULB, Hajipur has following vehicles, equipment to carry out its

responsibilities:

S.No. Particulars Total

1. JCB 1

2. Tipper 1

3. Suction Machine 1

4. Tractor with Trolley 3

5. Ricksaw trolley 20

11.7.4. INCOMES & EXPENDITURES

The incomes & expenditures of Municipal Council, Hajipur as obtained

from its office is available at Annexure ‘A-10’. The incomes and

expenditures for item related to Water Supply & Sanitation are as below:

Incomes

Income Estimate for the Next Year 2008-09

Actual Income for Last year 2006-07

Actual Income

Current Year 2007-08 for 9

Month

Revised Budget for Current Year 2007-08

1 2 3 4 5

Revenue from Transportation of Sewage

a) Fertilizer Sale

b) Wastage Sales

c) Workshop Rent

Watering

a) Water Connection Fee 50,000.00 50,000.00

b) Fee for Inspection of Water Connection

10,000.00 10,000.00

Municipal Tax

a) Toilet Tax - Due 5,983,539.00

5,903,549.00

- Current 1,248,701.00

1,248,701.00

b) Water Charges - Dues 3,856,137.00

3,849,137.00

- Current 826,178.00

826,178.00

Subsidy from 12th Finance Commission by the Govt.

a) Drainage & Sewerage System 125,000.00

125,000.00


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Income Estimate for the Next Year 2008-09


Actual Income


Month


1 2 3 4 5

Sanitary Equipment 1,500,000.00

1,500,000.00

Water Consumption Scheme 110,867,000.00

30,000,000.00

75,000,000.00

Sanitation of Dig 100,000.00

100,000.00

Water Supply Scheme

Construction of Dig 3,000,000.00

3,000,000.00

Land Acquired

TOTAL INCOME 127,566,555.00 - 30,000,000.00 91,612,565.00

Expenditures

Expenditure Estimate for the Next Year 2008-09


Actual Income


Month


6 7 8 9 10

Water Recharging and Drain Est. Work

a) Basic Work 6,000,000.00

b) Maintenance 2,000,000.00

c)Construction Charge

Water Supply and Water Works

a) Basic Work 110,867,000.00

b) Maintenance 10,000,000.00

c)Construction Charge

Transporation for Sewage

a) Public Toilet Construction

b) Community/Pvt. Toilet Construction

c) Tractor and Trailor

d) Watering on the Road

e) Land Acquired

f) Drain Construction

Sulabh Complex 3,000,000.00

Sanitary Equipment


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Expenditure Estimate for the Next Year 2008-09


Actual Income


Month


6 7 8 9 10

TOTAL EXPENDITURE - - - 131,867,000.00

11.7.5. POWER OF MUNICIPALITIES FOR SEWERAGE CONNECTION

The various provisions in Bihar Municipal Act, 2007 are adequate enough

to motivate the household to take house sewer connection and to

discharge the property generated wastewater in public sewers in safe &

environmentally friendly manner. The Act also includes provisions to deal

with defaulters. The various related provisions are reproduced below:

Article 201

201. Premises not to be erected without drains.- (1) It shall not be lawful to

erect or re-erect any premises in the municipal area or to occupy any such

premises unless -

(a) a drain is constructed of such size, materials and description, at such

level, and with such fall, as may appear to the Chief Municipal Officer to be

necessary for the effectual drainage of such premises,

(b) there have been provided and set up on such premises such appliances and

fittings as may appear to the Chief Municipal Officer to be necessary for the

purposes of gathering or receiving the filth and other polluted and obnoxious

matters, and conveying the same, from such premises and of effectually

flushing the drain of such premises and every fixture connected therewith.

(2) The drain so constructed shall empty into a municipal drain situated at a

distance of not exceeding thirty metres from the premises, but if no municipal

drain is situated within such distance, then, such drain shall empty into a

cesspool situated within the distance to be specified by the Chief Municipal

Officer for the purpose.

Article 216

216. Sewerage charge and sewerage cess.- (1) The Municipality shall levy

sewerage charge on the owners of premises for connection of such premises to

sewerage mains, such amount being not less than one-half of the amount

chargeable for water-supply under sub-section (2) of section 171 or sub-


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section (2) of section 172, as the case may be, as may be determined by

regulations from time to time.

(2) Where the owner of any premises in a locality where sewer is laid by the

Municipality has not taken connection from the sewerage mains, he shall be

liable to pay a sewerage cess of such amount, not being more than one-half of

the amount chargeable as sewerage charge under sub-section (1), as may be

determined by regulations from time to time.

(3) Where the owner fails to pay the sewerage charge or sewerage cess, such

sewerage charge or sewerage cess, as the case may be, shall be realized from

the occupier, and the occupier shall be entitled to recover the amount from the

owner.

(4) The connection of premises to sewerage mains shall be provided within a

period of thirty days from the date of receipt of an application in this behalf

from the owner of the premises.

(5) The charges received by the Municipality from the owner or the occupier

for connecting the premises to sewerage mains shall be spent only for the

works relating to the sewerage system.

11.8. SPECIFIC O&M REQUIREMENTS

The specific O&M requirements for the proposed infrastructure for

sewerage & Sewage Treatment Plant are listed below:

Regular Basis

� Remove weeds from facility areas & keep the area tidy & clean.

� Check/service/repair/rebuild electrical as necessary including

wiring, circuit breakers, starters, capacitors, circuit boards, switches,

motors, DG Sets, diesel inventories etc.

� Inspect Manholes for deposition of silt, flow, damaged manhole

cover & steps specifically during making new connections & Clean

out if debris found

� Inspect the sewers between successive manholes for deposition of

silt & flow and if required, clean manually or flush hydraulically the

sewer line, if required.

� Check air release valves in force mains, sluice gates or stoppages in

the sewers.

� Check for any harmful or extraneous matter entering the sewer lines.


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� Shutdown, Start and test lift stations and cycle pumps by lifting floats

on regular basis

� Report any adverse conditions, such as spills, illegal dumping, out of

compliance conditions to the authorities.

Emergency Repairs

� Repair sewer line breaks, blockages. Pump out & safe disposal of

wastewater in case of overflows.

� Repair/replace lift station pumps/ pump house/other equipment

� Pull & remove debris plugging lift station pumps when plugged

� Respond to emergency/trouble calls

11.9. O&M EQUIPMENT

The equipment normally required for operation & maintenance of

sewerage system are as follows:

� Portable Pump Sets & hose pipes for effective & quick pumping out

the impounded overflows

� Bamboo Sticks, Manila rope & cloth balls for manual cleaning of

small sewers up to 300 mm dia sewers

� Sewer cleaning bucket machine for cleaning a section of sewer.

� Dredger (Clam Shell) for removing debris from manholes

� Roding machine with flexible sewer rods for mechanical removal of

blockages

� Scraper for removal of silts usually in large diameter sewers

� Jetting machines for removal of obstructions using high velocity

water jets

� Suction units for siphoning of slurry material from manholes, catch

pits etc

� Pneumatic plugs for sectionalizing the sewer lengths

� Safety equipment for O&M requirement such as half & full face

masks, gum boots, safety lamps, harnesses, hard hats and

communication systems.


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Chapter 12.Chapter 12.Chapter 12.Chapter 12. IEC Activities & Capacity IEC Activities & Capacity IEC Activities & Capacity IEC Activities & Capacity

BuildingBuildingBuildingBuilding

12.1. COMMUNICATION STRATEGY

Information sharing & Communication Planning is an integral part of

planning for sustained development. The development of human society

has largely been due to its ability to communicate information and ideas

with each other and to use such information and ideas for progress. This

project being implemented by the Municipality aims at sustainable holistic

development in Sanitation Sector. The success of this project is heavily

dependent on the participation of the people, in the implementation

process. To enable people to participate in the development process, it is

necessary that people have adequate knowledge about the nature and

content of these projects. Information Education and Communication,

therefore, assumes added significance in the context of the this project.

The feedback received on the implementation of such projects in the field

indicate that these projects are critically dependent on the awareness

level about them, transparency in the implementation process at the field

level, participation of the people in the development process and

accountability of different groups of stakeholders with different stakes e.g.

Municipality, beneficiaries, contractors etc.

In this context it is proposed to adopt a 4- pronged strategy of creating

Awareness about the project, ensuring Transparency in the


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implementation, encouraging People’s Participation in the development

process and promoting the concept of Social Audit for ensuring

Accountability. All the four elements of the above strategy are

complementary to each other and appropriate IEC activities are an

essential part of actualizing this strategy.

Information, Education and Communication plays a pivotal role in

creating awareness, mobilizing people and making development

participatory through advocacy and by transferring knowledge, skills and

techniques to the people. It is also critical for bringing about transparency

in implementation of the project at the field level and for promoting the

concept of accountability and social audit.

It is proposed to formulate appropriate IEC strategy in tune with the

communication needs of the this project. The IEC activities are to be

undertaken through the available & effective modes of communication in

order to inform the people with messages and details on Sewerage

Project. Dissemination of information has to be sustained over a period of

time and also that in order to make communication effective, it has to be

in the language and idiom of the target groups.

Accordingly, efforts are required to be made through Electronic Media

and Print Media to disseminate information in regional languages and

dialects, besides Hindi and English. In addition, the Action Plan also

envisages IEC activities through other modes of communication, outdoor

publicity and other conventional and non-conventional modes of

communication for reaching out to the people in project areas.

12.2. PRINT MEDIA

The power of the press arises from its ability of appealing to the minds of

the people and being capable of moving their hearts. Despite the fast

growth of the electronic media, the printed word continues to play a

crucial role in disseminating information and mobilizing people. It is

required to ensure that the Project is portrayed in proper perspective,

several steps need to be taken to sensitize the media about health &

sanitation issues. During the implementation period, it is proposed to

organize press conferences, press tours and workshops, so as to sensitize

press persons about these issues. It is also proposed to issue advertisements

at regular intervals in State and Regional Press. It is also proposed to

publish booklets, leaflets providing information about the project & need

for proper health & sanitation simple language in Hindi and Regional


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languages. The other possible means for publicity could be printing &

distribution of wall calendars, desk calendars.

12.3. ELECTRONIC MEDIA

An intensive IEC campaign over the Electronic Media (Radio and TV) is

also required for optimum dissemination of information on these issues.

In order to meet the area and region specific communication needs of

this project, audio and video programmes of suitable time period shall be

produced and broadcast/telecast over local and primary stations of All

India Radio and Regional Kendras of Doordarshan. In addition short

duration spots on different themes relating to health & sanitation shall

need to produced in different languages and broadcast over AIR and

Doordarshan.

Synergies between different media can be exploited to great advantage.

For meeting expenditure on IEC activities, a suitable provision in cost

estimates has been taken.

12.4. CAPACITY BUILDING

Capacity building often refers to assistance which is provided to entities,

usually lacking in resources to achieve required objectives, which have a

need to develop a certain skill or competence, or for general upgrading

of performance ability.

UNDP defined 'capacity building' as the creation of an enabling

environment with appropriate policy and legal frameworks, institutional

development, including community participation (of women in particular),

human resources development and strengthening of managerial systems,

adding that, UNDP recognizes that capacity building is a long-term,

continuing process, in which all stakeholders participate (ministries, local

authorities, non-governmental organizations and user groups, professional

associations, academics and others).

Capacity Building is much more than training and includes the following:

� Human resource development, the process of equipping individuals

with the understanding, skills and access to information, knowledge

and training that enables them to perform effectively.

� Organizational development, the elaboration of management

structures, processes and procedures, not only within organizations


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but also the management of relationships between the different

organizations and sectors (public, private and community).

� Institutional and legal framework development, making legal and

regulatory changes to enable organizations, institutions and

agencies at all levels and in all sectors to enhance their capacities

The capacity building measures proposed under this project are

summarized below:

� Human Resource Development

Human resources development is very essential for internal

capacity building for any organization. Training, motivation,

incentives for outstanding service and disincentives for those who

fail to perform are essential for human resources development.

This includes:

Training

Management of sewerage system is a new responsibility with

Municipal Council. Integrated & comprehensive systems have

to be developed to operate & maintain the sewerage system

effectively. Knowledge of new technology and methods

coupled with training at all levels is necessary. Short and

medium term courses should, therefore, be designed for the

sanitation workers and supervisory staff. Special training and

refresher courses may also be conducted as under:-

• Special Training To Unqualified Staff

• Refresher Courses For All Levels of Staff

o Roles & Responsibilities

o Jurisdiction

o Training on use of new equipment

o Safe way to work

• Exposure to Municipal Commissioner/ Chief Executives

• Exposure to Elected Members

In this connection, CPHEEO sponsored training programmes in

different institutions can impart much needed knowledge.

� Data acquisition & retrieval


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It is proposed to equip the Municipal Council with tools that will

ease the collection, analysis and retrieval of all system data in

timely & economical manner. The tools proposed to be provided

under this project are:

• Computers

• Printers

• Plotter

• Operating System Software

• Office Software

• CAD Software

• Geographical Information System (GIS) : (may be implemented to

begin with and should be hosted centrally for use of different agencies,

proper authorization levels for access & modifications to database

need to be decided at al services.

• A toll free and automated response phone number goes a long way in

facilitating transmittal of advance warnings on system health,

emergencies, failures (e.g. pipe bursts or overflows) which may be

useful in reducing response time.

� Involvement of Voluntary organization/ NGO/ Private Sector

Participation

Management of Sewerage system services is highly labour intensive on

account of increased wage structure of the Government and municipal

employees this service is becoming more and more expensive. Besides,

the efficiency of the labour force employed in the urban local bodies is far

from satisfactory. High wage structure and inefficiency of the work force

results into steep rise in the cost of service and yet the people at large are

not satisfied with the level of service being provided by the urban local

bodies.

Efforts to increase the efficiency by Human Resource Development and

institutional strengthening will, to some extent improve the performance

but that may not be enough. It is proposed to involve Voluntary

Organisations/NGO/Private sector participation in Sewerage System

management. Private sector participation or public private partnerships

are proposed to be considered for this project by clubbing O&M of system

for five years with civil contract.


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12.5. COMMUNITY PARTICIPATION UNITS

For successful implementation of project and its consequent efficient &

uninterrupted operations, the active participation of all the stakeholders is

of utmost importance which includes the actual users. The primary task is

to educate, inform and enlighten the public for do’s and don’ts for

effective utilization of sewerage system. The required do’s and don’ts are

as below:

� For connecting the property to Public Sewer as soon as the system is

commissioned.

� To Connect all the sullage disposal units to Sewers

� Not to dump any solid waste in property connection to manholes

� Not to discharge any objectionable liquid in public sewers

� Not to connect rain spouts to sewers

To achieve these objectives, it is proposed to setup a community

participation unit which will perform following activities:

� Devise & implement a Communication Plan

� Implement a Media Plan for dissemination of information

� Catalyze formation of user groups, resident welfare association for

effective involvement of users

The various components for these activities shall be as follows:

S. No. Activity Remark

1 Engagement of Public relation

Consultants

To be done with

specific objectives

2 Social Surveys For ascertaining level

of awareness and

willingness to pay for

improved services

3 Advertisement in TV, Radio,

Newspapers in vernacular

For enhancing

awareness &

sensitization of all

stakeholders


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S. No. Activity Remark

4 Publication & Distribution of

Booklets, Pamphlets etc in

vernacular

- do -

5 Engagement of NGOs for Street

Plays, Kathputli shows, Local

cultural communication

techniques

- do -

Acronyms & Abbreviations - NMCG

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