proposed common effluent treatment...

PROPOSAL FOR OBTAINING

TERMS OF REFERENCE

FOR

“PROPOSED COMMON EFFLUENT TREATMENT PLANT" {Category A (due to presence of Bir Bara Ban Wildlife Sanctuary at a distance of 1.16 km towards SE) under

Item ‘7 (h)’ Common Effluent Treatment Plants (CETPs) of Schedule of EIA Notification, 2006 and its

subsequent amendments till date 19th December’ 2018}

Location:-Rectangle No.-24, Khasra No. -25/1, HSIIDC Industrial Estate Hansi Road, Near Vita Plant, Jind, Haryana

Project Capacity:-0.5 MLD; Area: - 2,711.39 Sq.m (0.67 Acre)

Work Order No. – HSIIDC:IA:AMB:2018:2080 Dated:- 24.07.2018

Baseline Data Generation : March’2021 to May’2021(Summer Season)

Project Cost : Rs. 581.76 Lacs

PROMOTER ENVIRONMENTAL CONSULTANT

Haryana State Industrial and Infrastructure

Development Corporation (HSIIDC) Ltd.

HSIIDC Industrial Estate, Near Harihal Chowk,

Narwana-Hisar Road, Narwana

Project In-charge:-Sh. Amandeep (Manager-

Engineer)

E-mail:[email protected]

Gaurang Environmental Solutions Pvt. Ltd.

#102, SNG Shree Ratna Apartment, Peetal Factory,

Jhotwara Road, Bani Park, Jaipur-302016

E-mail: [email protected]

NABET Accreditation: NABET/EIA/2023/RA 0192

dated 01.02.2021 valid up to 19.01.2023.

July’ 2021

mailto:[email protected]


Project : Common Effluent Treatment Plant, Jind

Promoter : HSIIDC Limited

Gaurang Environmental Solutions Pvt. Ltd. Page

Report Ref: GESPL_259 /ToR/2019/ 53 Rev. No. 01

INDEMNIFICATION





INDEMNIFICATION

Utmost care has been taken in preparation of this Report vis a vis proposed “Common

Effluent Treatment Plant” of 0.5 MLD capacity based on Extended Aeration System at

Jind, Haryana promoted by M/s HSIIDC Limited. The data incorporated in the report is

generated through information received from clients in form of their project report

received through e-mail, secondary information, besides stakeholder’s interaction and

inputs. Due care has been taken to represent facts and figures and sources acknowledged.

The purpose of this document is to facilitate environmental appraisal of the proposal and

as such the exercise has been scientifically carried out. The Consultant stand indemnified

against any consequences arising out of any inadvertent omissions.

REVISION HISTORY

Report No. GESPL_259 /ToR/2019/ 53

Type of report For Terms of Reference

Revision No. 01

Issue to HSIIDC Limited

Issue Date 02.07.2021





DETAILS OF STUDIES

CONDUCTED FOR THE

PROJECT

Project : Common Effluent Treatment Plant at Jind, Haryana Details of Studies

Conducted for the Project Promoter : HSIIDC Limited



DETAILS OF STUDIES CONDUCTED FOR THE PROJECT

Name of the Project:-Proposed CETP of 0.5 MLD capacity based on Extended Aeration System at

Jind, Haryana

Location:-Rectangle No.-24, Khasra No-25/ 1, HSIIDC Industrial Estate Hansi Road, Near Vita Plant,

Jind, Haryana

Nature of

consultancy

Name and address of the Consultant/

Expert

Approvals, if any from

(NABL/DGMS/IBM/

NRBPT/MOEF/CPCB/others

etc)*, give reference

EIA/ EMP

Organization

Gaurang Environmental Solutions Pvt. Ltd.

#102, SNG Shri Ratna Apartment, Peetal

Factory, Jhotwara Road, Jaipur-302016

E-mail :[email protected]

NABET/ EIA/ 2023/ RA 0192

dated 01.02.2021 valid up to

19.01.2023.

EIA Coordinator Haneesh Panicker

FAE-LU Vinod Kumar Verma

FAE-AP Sanjay Palnitkar

Nidhi Bhardwaj

FAE-AQ Mallikarjun Guttula

Neha Bhargava

FAE-WP Sanjay Palnitkar

Haneesh Panicker

FAE-SC Ratnakumar V Mudliar

FAE-EB Dr. Yati Kachhawa

Ginni Barotia

FAE-NV Sanagapati C. Babu

Mallikarjun Guttula

FAE-SE Gajendra Singh Rathore

FAE-HG Mukesh Suroliya

Vidya Bhushan Trivedi

FAE-GEO Mukesh Suroliya

Vidya Bhushan Trivedi


Project : Common Effluent Treatment Plant at Jind, Haryana Details of Studies

Conducted for the Project Promoter : HSIIDC Limited



FAE-RH Sanjay Palnitkar

Ginni Barotia

FAE-SHW Sanjay Palnitkar

Nidhi Bhardwaj

Environmental

Monitoring &

analysis

Hydro geological

study

Soil Investigation

Mining Plan

Rainwater

Harvesting

Risk Assessment

Architectural Plan

Ground Vibration

Study

Subsidence Study

Services (STP/ETP

design) etc.

Others, such as

project consultants

etc.

* Only Govt. /Statutory Approvals to be mentioned. Put NA where not applicable.

** Team Member

Project : :Common Effluent Treatment Plant, Jind


Gaurang Environmental Solutions Pvt. Ltd Page

Report Ref: GESPL_259 /ToR/2019/ 53

S. No Particular Page No.

1 SECTION 1 - EXECUTIVE SUMMARY 1

1.1 EXECUTIVE SUMMARY 2

2 SECTION-II INTRODUCTION TO THE PROJECT/

BACKGROUND INFORMATION

5

2.1 IDENTIFICATION OF PROJECT AND PROJECT PROPONENT 6

2.1.1 IDENTIFICATION OF PROJECT 6

2.1.2 PROJECT PROPONENT 6

2.2 BRIEF DESCRIPTION OF NATURE OF THE PROJECT 7

2.3 NEED FOR THE PROJECT AND ITS IMPORTANCE TO THE

COUNTRY AND OR REGION

7

2.4 DEMAND AND SUPPLY GAP 8

2.5 IMPORTS VERSUS INDIGENOUS PRODUCTION 9

2.6 EXPORT POSSIBILITY 9

2.7 DOMESTIC/EXPORT MARKET 9

2.8 EMPLOYMENT GENERATION (DIRECT AND INDIRECT) DUE

TO THE PROJECT

9

3 SECTION-III PROJECT DESCRIPTION 10

3.1 TYPE OF PROJECT INCLUDING INTERLINKED AND

INTERDEPENDENT PROJECTS, IF ANY

11

3.2 LOCATION (MAP SHOWING GENERAL LOCATION, SPECIFIC

LOCATION, AND PROJECT BOUNDARY AND PROJECT SITE

LAYOUT) WITH COORDINATES

11

3.3 DETAILS OF ALTERNATE SITES CONSIDERED AND THE

BASIS OF SELECTING THE PROPOSED SITE, PARTICULARLY

THE ENVIRONMENTAL CONSIDERATIONS GONE INTO

SHOULD BE HIGHLIGHTED

14

3.4 SIZE / MAGNITUDE OF OPERATION 15

3.5 PROJECT DESCRIPTION WITH PROCESS DETAILS (A

SCHEMATIC DIAGRAM/FLOW CHART SHOWING THE

15





PROJECT LAYOUT, COMPONENTS OF THE PROJECT ETC.

SHOULD BE GIVEN)

3.6 RAW MATERIAL REQUIRED ALONG WITH ESTIMATED

QUANTITY, LIKELY SOURCE, MARKETING AREA OF FINAL

PRODUCT/S, MODE OF TRANSPORT OF RAW MATERIAL

AND

FINISHED PRODUCT

37

3.6.1 RAW MATERIAL 37

3.6.2 PRODUCT 37

3.7 RESOURCE OPTIMIZATION/RECYCLING AND REUSE

ENVISAGED IN THE PROJECT, IF ANY, SHOULD BE BRIEFLY

OUTLINED

38

3.8 AVAILABILITY OF WATER, ITS SOURCE, ENERGY / POWER

REQUIREMENT AND SOURCESHOULD BE GIVEN

38

3.8.1 WATER AVAILABILITY & ITS SOURCE 38

3.8.2 ENERGY / POWER REQUIREMENT& ITS SOURCE 39

3.9 QUANTITY OF WASTES TO BE GENERATED (LIQUID AND

SOLID) AND SCHEME FOR THEIR MANAGEMENT /

DISPOSAL

39

3.9.1 QUANTITY OF LIQUID WASTE TO BE GENERATED & ITS

MANAGEMENT / DISPOSAL

39

3.9.1.1 Domestic Waste Water 39

3.9.1.2 Industrial Waste Water 39

3.9.2 QUANTITY OF SOLID WASTE TO BE GENERATED & ITS


40

3.10 SCHEMATIC REPRESENTATIONS OF THE FEASIBILITY

DRAWING WHICH GIVE INFORMATION OF EIA PURPOSE

41

4 SECTION-IV SITE ANALYSIS 43

4.1 CONNECTIVITY 44

4.2 LAND FORM, LAND USE AND LAND OWNERSHIP 44





4.3 TOPOGRAPHY (ALONG WITH MAP) 45

4.4 EXISTING LAND USE PATTERN (AGRICULTURE, NON-

AGRICULTURE, FOREST, WATER BODIES (INCLUDING AREA

UNDER CRZ)), SHORTEST DISTANCES FROM THE

PERIPHERY OF THE PROJECT TO PERIPHERY OF THE

FOREST, NATIONAL PARK, WILD LIFE SANCTUARY, ECO

SENSITIVE AREA, WATER BODIES (DISTANCE FROM THE

HFL OF THE RIVER), CRZ.

45

4.5 EXISTING INFRASTRUCTURE 46

4.5.1 BASIC AMENITIES 47

4.5.2 INDUSTRIES 47

4.6 SOIL CLASSIFICATION 47

4.7 CLIMATIC DATA FROM SECONDARY SOURCES 48

4.8 SOCIAL INFRASTRUCTURE AVAILABLE 48

5 SECTION –V PLANNING BRIEF 50

5.1 PLANNING CONCEPT (TYPE OF INDUSTRIES, FACILITIES,

TRANSPORTATION ETC) TOWN AND COUNTRY PLANNING/

DEVELOPMENT AUTHORITY CLASSIFICATION

51

5.2 POPULATION PROJECTION 51

5.3 LAND USE PLANNING (BREAKUP ALONG WITH GREEN

BELT (ETC.)

51

5.4 ASSESSMENT OF INFRASTRUCTURE DEMAND (PHYSICAL &

SOCIAL)

52

5.5 AMENITIES / FACILITIES 53

6 SECTION-VI PROPOSED INFRASTRUCTURE 54

6.1 PROPOSED INFRASTRUCTURE 55

7 SECTION –VII REHABILITATION AND RESETTLEMENT (R

& R) PLAN

57

7.1 POLICY TO BE ADOPTED (CENTRAL/ STATE) IN RESPECT OF

THE PROJECT AFFECTED PERSONS INCLUDING HOME

58





***************

OUSTEES, LAND OUSTEES AND LANDLESS LABORERS (A

BRIEF OUTLINE TO BE GIVEN).

8 SECTION –VIII PROJECT SCHEDULE & COST ESTIMATES 59

8.1 LIKELY DATE OF START OF CONSTRUCTION AND LIKELY

DATE OF COMPLETION

60

8.2 PROJECT COST ESTIMATION 60

9 SECTION-IX ANALYSIS OF PROPOSAL 62

9.1 FINANCIAL AND SOCIAL BENEFITS WITH SPECIAL

EMPHASIS ON THEBENEFIT TO THE LOCAL PEOPLE

INCLUDING TRIBAL POPULATION, IF ANY, IN THE AREA

63





PRE-FEASIBILITY

REPORT

Project : Common Effluent Treatment Plant, Jind Section -I


Gaurang Environmental Solutions Pvt. Ltd. Page 1


SECTION – I

Project :Common Effluent Treatment Plant, Jind Section-I




SECTION-I

EXECUTIVE SUMMARY

1.1 EXECUTIVE SUMMARY

The concept of effluent treatment, by means, of a collective effort, has assumed

reasonable gravity by being especially purposeful for cluster of small scale industrial

units. Common effluent treatment plant (CETP) not only helps the industries in easier

control of pollution, but also act as a step towards cleaner environment and service to the

society at large. Small scale industries, by their very nature of job cannot benefit much

from economies of scale and therefore the burden of installing & operating pollution-

control equipment, falls heavy on them. Realizing this practical problem, under the policy

statement for abatement of pollution the Government extends the scheme for promoting

combined facilities for treatment of effluent for clusters of small scale industrial units and

also to provide technical support to them. The concerted approach of common effluent

treatment provisions has many advantages. Wastewater of individual industries often

contain significant concentration of pollutants; and to reduce them by individual

treatment up to the desired concentration, becomes techno-economically difficult The

combined treatment provides a better and economical option because of the equalization

and neutralization taking place in the CETP. Other important issues for the merit of

common treatment include scarcity of land at the industry's level and a comparatively

easier availability of professional and trained staff for the operation of CETP, which is

otherwise difficult, at the individual industry level. For the regulatory authorities also,

common treatment facility offers a comparatively easier means of ensuring compliance of

stipulated norms.

HSIIDC had setup Industrial Estate at Jind in the proposed area of 24.93 Acres. Details of

HSIIDC Industrial Estate area is as under:-

Table 1.1: Details of HSIIDC Industrial Estate Area

Particulars Area (Acre)

Industrial Plots 18.38

Green Belt 1.271

Road Area 5.282

Total 24.93





The industrial plots were allotted with basic Infrastructure facilities. Details of industrial

plots are as under:-

Table 1.2: Details of Plots

Area (Acre) No. of Plots

0.5 14

0.25 20

0.125 43

Others 6

Total 83

The detailed calculation for the effluent discharge has been made and turns out to be

0.264 MLD and accordingly CETP of 0.3 MLD was proposed. It has been revised by the

HSIIDC and it is expected that sum neighboring areas will also get added and the

discharge is likely to increase thus it was proposed by HSIIDC to construct 0.5 MLD

capacity new CETP at Rectangle No.-24, Khasra No-25/ 1, HSIIDC Industrial Estate

Hansi Road, Near Vita Plant, Jind, Haryana. The total plot area for proposed CETP will

be 2,711.39 Sq. m (0.67 Acre). The total capital investment for the proposed CETP will

be Rs. 581.76 Lacs.

There is already 0.1 MLD CETP (up to secondary treatment) situated within HSIIDC IE,

Jind on another site. The same will be dismantled after the commissioning of proposed

0.5 MLD CETP at HSIIDC IE, Jind.

Waste water generated from the associated industries will be collected through dedicated

pipeline system after meeting the Preliminary treatment (based on specific requirements)

discharge standards prescribed by MoEF&CC, CPCB & HSPCB.T he waste water after

treatment shall meet the discharge standards laid down by HSPCB.

The treated water will be utilized in greenbelt development. In addition member

industries will also be permitted to use treated recycled water as per requirement.

The proposed project activity is listed at Category – “B” under item 7 (h) Common

Effluent Treatment Plant as per the EIA Notification, 2006.

However, Due to the presence of Bir Bara Ban Wildlife Sanctuary at a distance of 1.16

km towards SE the project will be categorized as A and considered at MoEF&CC, New

Delhi. Bir Bara Ban Wildlife sanctuary was de-notified and declared as Conservation





Reserve vide Haryana Govt. Notification No. S.O. 78/C.A.53/72/S.18 and 36-A/2007

dated 11.10.2007. Enclosed as Annexure – I.

As per Wildlife (Protection) Act, 1972 Section [2(24A) “protected area” means a

National Park, a sanctuary, a conservation reserve or a community reserve notified

under sections 18, 35, 36A and 36C of the Act;]. Enclosed as Annexure – II.

In reference to that NBWL application has been applied vide proposal no FP/ HR/ IND/

5881/ 2021 dated 05.07.2021 for requisite clearance. Copy of the same is enclosed as

Annexure-III.

The project details are summarized as under:-

Table 1.3: Project Details

S. No. Particulars Details

1. Total area of Industrial Estate, Jind 1,00,888.13 Sq. m (24.93 Acres)

2. Total area for CETP (sq. m.) 2,711.39 Sq. m (0.67 Acre)

3. Address/ Location/ land details (Khasra

no.)

Rectangle No.-24, Khasra No-25/1, HSIIDC

Industrial Estate Hansi Road, Near Vita Plant,

Jind, Haryana

4. CETP capacity 0.5MLD (500 KLD)

5. Water requirement (KLD) & Source Total Fresh water Demand – 0.8 KLD

Domestic Purposes – 0.6 KLD

Chemical Dosing – 0.2 KLD

Source: HSIIDC IE,Jind

6. Power requirement and source Power demand : 80 kVA

Source: DHBVN

7. Back up source and Fuel DG set -100 kVA (1No.)

Fuel – HSD

Source: Nearby Petrol pump

Consumption – 20 l/hr

8. Employment generation During Construction phase – 30 persons

During Operation phase – 15 persons

Total – 45 persons

*********

Project : Common Effluent Treatment Plant, Jind Section - II




SECTION – II

Project: Common Effluent Treatment Plant, Jind Section-II




SECTION-II

INTRODUCTION TO THE PROJECT/ BACKGROUND INFORMATION

2.1 IDENTIFICATION OF PROJECT AND PROJECT PROPONENT

2.1.1 IDENTIFICATION OF PROJECT

HSIIDC has proposed Common Effluent Treatment Plant (CETP) having 0.5 MLD

capacity coming up at Rectangle No.-24, Khasra No-25/1, HSIIDC Industrial Estate

Hansi Road, Near Vita Plant, Jind, Haryana to treat waste water from member industries

situated at Industrial Estate, Jind and sum neighboring areas. The rapid growth of

industries in an Industrial Estate. The details of which are as under:-

Name of Industrial Estate Number of Plots Area (Acre)

Jind 83 24.93

2.1.2 PROJECT PROPONENT

In the pursuit of prosperity in Haryana, pioneering role has been played by the Haryana

State Industrial and Infrastructure Development Corporation Limited (HSIIDC). One of

the leading contributors to the wellbeing and progress of the state, HSIIDC has been

instrumental in bringing about a major change in the people of Haryana over the years.

The pioneering zeal of HSIIDC has facilitated the transformations of Haryana from a

primarily agrarian society to one of the most highly industrialized states of modern India.

HSIIDC was setup in 1967 for promoting medium and large-scale industries so as to

ensure balanced regional development of Haryana by acting as an Institutional

Entrepreneur and a financial institution. HSIIDC serves as the single most important

platform for providing services in the following areas:-

HSIIDC is nodal agency of Government of Haryana to develop industries at the

industrial estates after necessary infrastructure developments such as road & drainage

network, water supply and power linkage for the industrial estate.

Providing financial assistance in terms of terms loans, equipment, finance/ leasing

and working capital.

Infrastructural development in the state of Haryana.

Performing agency functions on behalf of the state Government.





Performing agency functions for entrepreneurs and established industries for

enhancement of capacity/modernization.

Success entrepreneurs will take separate linkage as per the requirement of industry

and environment clearance.

HSIIDC is a Public Limited Company wholly owned by the Government of Haryana, set

up as a catalyst for promoting and accelerating the pace of industrialization in the State.

The corporation provides a wide spectrum of financial services under one roof – the

concept being “Total Financial Support” for its clientele. Being an intrinsically customer

– oriented organization. HSIIDC has often gone beyond in helping to shape to the destiny

and vision of thousands of entrepreneurs. It has generally taken on the role of a trusted

friends and guide, providing crucial support and most important of all, created an

environment where nascent projects are able to attain their function and become vibrant

industries. The details of the project proponent are given below:-

Name of the Promoter HSIIDC Limited

Name and address of

the Promoter

Sh. Amandeep (Manager-Engineer)

HSIIDC Industrial Estate, Near Harihal Chowk,

Narwana-Hisar Road, Narwana

Status of Project Greenfield Project

E-mail Id [email protected]

Contact Number +91-7988707558

2.2 BRIEF DESCRIPTION OF NATURE OF THE PROJECT

It is proposed Common Effluent Treatment Plant (CETP) of 0.5 MLD capacity.

The proposal is to set up the CETP of 0.5 MLD for the effluent from member industries

located in Industrial Estate, Jind and sum neighboring areas. There will be dedicated

closed circuit pipeline network system for the effluent to be received at CETP.

2.3 NEED FOR THE PROJECT AND ITS IMPORTANCE TO THE

COUNTRY AND OR REGION

Establishment of effluent treatment plants for individual industries especially in the small

scale sector in the various industrial estates in India, to generate the effluent of desired

quality before discharge is not feasible in the Indian context. Firstly, because it is






expensive on both the capital and operating cost front and secondly, there is no guarantee

of performance by the individual industries. Further, the disposal of treated effluents is

also problematic as every individual industry cannot reach the water body through its

own pipeline nor it can purchase land for inland irrigation. Thus, Government of India

floated the idea of Common effluent treatment plant to overcome these problems.

Accordingly Ministry of Environment, Forest & Climate Change, and Government of

India instructed the various State Pollution Control Boards to examine the possibilities of

establishing CETP’s in various industrial estates. In response to the directive issued by

the Central Governments, the State Governments started identifying the various locations

for CETP’s.

The Objective of setting up of CETP is:

To Achieve Economy of scale in waste treatment, thereby reducing the cost of

pollution abatement for individual industry.

To take care of the problem of lack of technical assistance and trained personnel as

needed for skill operation of effluent treatment plant.

To solve the problem of lack of space as the centralized facility can be planned in

advance to ensure that adequate space is available

To reduce the problem of monitoring by the pollution control boards.

To organize the appropriate disposal of treated waste water including reuse and

sludge generated to authorized facility

Contribution of nutrient and diluting potential make the complex industrial waste

more amenable to degradation.

The neutralization and equalization of heterogeneous waste makes its treatment

techno-economically viable.

2.4 DEMAND AND SUPPLY GAP

Govt. of India had sanctioned many Growth Centers in different parts of the country to

provide Industrial Infrastructure for industrialization and creating employments in

backward regions.

Keeping in view the fast industrial development in the area and to meet the growing

demand, it is proposed set up of Common Effluent Treatment Plant (CETPs) where the

effluents, generated from a number of small to medium enterprises in HSIIDC Industrial





Estate, Jind and sum neighboring areasis suitably treated as per the prescribed procedure

& norms laid down in the regulation.

2.5 IMPORTS VERSUS INDIGENOUS PRODUCTION

Raw material required for treatment of waste water from member industries will be

available from local sources/surrounding area.

2.6 EXPORT POSSIBILITY

Not applicable as company will provide service of effluent treatment comes from its

member industries and final disposal of treated effluent.

2.7 DOMESTIC/EXPORT MARKET

Not applicable, as HSIIDC will provide service of effluent treatment coming from

respective member industries and its final disposal of treated effluent.

2.8 EMPLOYMENT GENERATION (DIRECT AND INDIRECT) DUE TO

THE PROJECT

The proposed project will provide direct employment during construction & operational

phase. Local workers will be hired from the nearby villages based on the requirement and

its fulfillment criteria. The details are given below:-

Table 2.1: Employment Details

S. No. Particulars Numbers

1 Construction Phase 30

2 Operation Phase 15

Total 45

*********

Project : Common Effluent Treatment Plant, Jind Section - III




SECTION – III





SECTION-III

PROJECT DESCRIPTION

3.1 TYPE OF PROJECT INCLUDING INTERLINKED AND

INTERDEPENDENT PROJECTS, IF ANY

HSIIDC has proposed Common Effluent Treatment Plant (CETP) of 0.5 MLD capacity

will be constructed on 2,711.39 sq.m (0.67 Acre) area at Rectangle No.-24, Khasra No-

25/1, HSIIDC Industrial Estate Hansi Road, Near Vita Plant, Jind, Haryana.

There is no interlinked project. The proposed project is an individual project.

3.2 LOCATION (MAP SHOWING GENERAL LOCATION, SPECIFIC

LOCATION, AND PROJECT BOUNDARY AND PROJECT SITE

LAYOUT) WITH COORDINATES

The proposed Common Effluent Treatment Plant is coming up atRectangle No.-24,

Khasra No-25/1, HSIIDC Industrial Estate Hansi Road, Near Vita Plant, Jind, Haryana.

The project site falls on Geological Survey of India Toposheet No. 53 C/7. The latitude

and longitude of the project site are as given below:-

Table 3.1: Geographical Coordinates of the Project Site

1.Point 1

Latitude : 29°18'57.07"N

Longitude : 76°17'28.07"E

2.Point 2

Latitude : 29°18'56.16"N


3.Point 3

Latitude : 29°18'55.34"N


4.Point 4

Latitude : 29°18'56.29"N


5.Point 5

Latitude : 29°18'57.14"N






Figure 3.1: Location Map

Figure 3.2: Topographical Map of 10 km radius





Figure 3.3: Map showing location of project site on Google Map





Figure 3.4: Site Photographs of proposed CETP

3.3 DETAILS OF ALTERNATE SITES CONSIDERED AND THE BASIS

OF SELECTING THE PROPOSED SITE, PARTICULARLY THE

ENVIRONMENTAL CONSIDERATIONS GONE INTO SHOULD BE

HIGHLIGHTED

The Project Proponent has not considered any alternate site; as proposed CETP is coming

up in Rectangle No.-24, Khasra No-25/1, HSIIDC Industrial Estate Hansi Road, Near

Vita Plant, Jind, Haryana. The land available for proposed CETP will be 2,711.39 sq.m

(0.67 Acre) area.





Possession of land was taken over by HSIIDC Chandigarh on dated 18.05.1977 and

Mutation of this land was done in favor of HSIIDC on dated 28.10.1987. Land

documents are enclosed as Annexure-IV.

The site is having required infrastructure facilities in form of water, electricity and Road

available for the proposed activities.

3.4 SIZE / MAGNITUDE OF OPERATION

The size and magnitude is as given below:-

Table 3.2: Size/ Magnitude of Operation

Particulars Total

Total area for CETP (sq. m.) 2,711.39 sq.m (0.67 Acre)

CETP capacity 0.5 MLD

3.5 PROJECT DESCRIPTION WITH PROCESS DETAILS (A

SCHEMATIC DIAGRAM/FLOW CHART SHOWING THE

PROJECT LAYOUT, COMPONENTS OF THE PROJECT ETC.

SHOULD BE GIVEN)

Proposed Common Effluent Treatment Plant (CETP) of 0.5 MLD capacity will be

constructed to treat the industrial waste water for the HSIIDC Industrial Estate, Jind and

sum neighboring areas.

The Common Effluent Treatment Plant shall be designed to treat the raw Effluent in a

single stage fully automatic Plant based on Extended Aeration Technology followed by

Tertiary Treatment. The following inlet and outlet effluent characteristics for proposed

CETP are as under:-

Table 3.3: Inlet and Outlet Effluent Characteristics for proposed CETP

INLET PARAMETERS

Description Unit Values

pH 5.5 – 9.0

BOD mg/l 750

COD mg/l 2000

TSS mg/l 1500

Oil and Grease mg/l 100





OUTLET PARAMETERS

pH 6.5.8.5

BOD mg/l <5

COD mg/l <50

TSS mg/l <5

Oil and Grease mg/l <5

Source:- DPR

TREATMENT OPTIONS

The methods for treatment of sewer effluent ranges from physico, chemicals and

biological as depicted below:-

S. No. Details

a) Physico- Chemicals

I Screen & grit removal

II Sedimentation

III Sludge Thickeners

IV Vacuum Filters

V Centrifuges

b) Biological

I Anaerobic

a) Contact beds

b) UASB (up flow anaerobic sludge blanket)

c) Sludge Digesters

d) Anaerobic Ponds

II Aerobic

a) Moving bed bio reactor

Plasma treatment

b) Suspended

Activated Sludge

Extended Aeration

Aerated Lagoons

Waste Stabilization Ponds (WSP)





EVALUATION OF TREATMENT PROCESSES

The methods for treatment of sewer effluent ranges from Physico, Chemicals and

Biological as depicted below:-

S. No. Particulars

a) Physico- Chemicals

I) Screen & grit removal

II) Sedimentation

III) Sludge Thickeners

IV) Vacuum Filters

V) Centrifuges

B) Biological

I) Anaerobic

i) Contact beds

ii) UASB (up flow anaerobic sludge blanket)

iii) Sludge Digesters

iv) Anaerobic Ponds

II) Aerobic

a) Moving bed bio reactor

b) Plasma treatment

ii) Suspended

a) Activated Sludge

b) Extended Aeration

c) Aerated Lagoons

d) Waste Stabilization Ponds (WSP)

5.3.2 EVALUATION OF TREATMENT PROCESSES

The following alternatives of sewage treatment have been considered for evaluation of

performance characteristics, land requirement, energy input, equipment requirement and

operational characteristics.

S. No. Particulars

I. Conventional Activated Sludge Process (ASP)

II. Up flow Anaerobic Sludge Blanket (UASB)





III. Extended Aeration

IV. Waste Stabilization Ponds

V. Facultative Aerated Lagoon.

VI. Moving bed Elio reactor technology (MBBR)

The advantages and disadvantages of various processes are as under:-

S. No. Particulars

A) Facultative / Aerated Lagoon Advantages

1) Aerated lagoons are easy to run

2) In operating Aerated Lagoons less skilled labour is required

Disadvantages

1) Area requirement is large

2) Facultative aerated lagoons have higher civil works cost and lower mechanical and electrical works

cost.

3) Can pollute underground water unless adequate precautions are taken in construction to prevent

seepage

4) Low BOD removal efficiency. Only about 80-85% of BOO removal could be expected.

5) Bad odour spoils the surrounding environment.

Observation: - Not suitable for the present case.

S. No. Particulars

A) UASB (up flow anaerobic sludge blanket)

Advantages

1) Being anaerobic process required lesser power consumption

2) Methane gas which is generated @ 0.08 to 0.1 cum. Per kg of BOD load can be profitably used, if the

effluent BOD loads are high.

3) In this system, reduction of BOD up to 70-75%is'achieved

Disadvantages

1) Being anaerobic in nature, it is susceptible to be able to have the bacteria are more susceptible to

change Raw effluent will have heavy materials and-toxic Compounds, which will inhabit the growth

of bacteria.

2) Moreover as the process in is the development stage and has not been widely adopted.

3) Very careful maintenance is required, any small mistake can reduce the efficiency very low and plant

has to be close down for making it normal in treatment.





4) No significant operating data is available.

5) UASB is not suitable for industrial-wastes, due to high temperature variation in North india.

6) Treated effluent from this process needs aeration before its final disposal, thus making it costlier then

the aerobic treatment.

Observation: - Not suitable for the present case.

S. No. Particulars

A) Activated Sludge Process

I) Easy to run

II) More suitable for any modification, if required in future.

III) As this is aerobic in nature, thus bacteria are easy to maintain.

IV) Can achieve desired values of efficiency.

V) Process is dependent on power and will stop in case of power failure.

Disadvantages

a) Only drawback is high power requirement for supply of oxygen as compared

to any other system suggested.

b) Improved version of this process is available.

Observation: - Not suitable for the present case, as better option is available.

A. Extended Aeration

The conventional system represents early development of activated sludge process. Over

the years, several modifications to this system have been developed to meet specific

treatment objectives by modifying the process-variables like loading rates, the mixing

regime and flow scheme. A better alternate is the modified version of this process in

shape of extended aeration process detailed below:-

S. No. Particulars

A) Advantages

I) High degree of treatment-Efficiency 90% BOD removal.

II) The excess Sludge does not require separate digestion and can be directly dried a beds.

III) Sludge production is minimum

B) Disadvantages

I) Long aeration time

II) Higher power consumption





III) Less F/M ratio

Observation:-

Extended aeration process is advantageous over other sewage treatment methods as its results give

very high efficiency to the extent of 90%, cost effective with clear, sparkling and odourless

effluent and low pump head requirement, its operation is simple and requires no skilled

manpower. Hence is recommended for adopting in this project.

S. No. Particulars

B) Moving Bed Reactor

A) Advantages

I) Sensitivity to small power breakdowns is low

II) Sludge re-circulation not needed and the system is self sustaining.

III) Land requirement is about 60% of conventional system.

IV) Low power consumption

V) High degree of treatment.

VI) High degree of coil form removal

VII) Less chlorine dosing required

B) Disadvantages

I) Installation cost is quite high.

II) It requires highly skilled technical manpower for its operation and maintenance.

III) Presently being tried for smaller units up to 1.50 MLD as prefabricated treatment plant

for individual industry or group housing.

Observation:-

It is a new technique, not much of experience and performance is available on larger plants at

present. Needs highly skilled staff to operate and maintain. Further no significant operating data is

available towards its performance and costing. Hence is not recommended.

FINAL RECOMMENDATIONS

After detailed discussions on various technical options available for treatment of waste

water the final recommendations of the extended aeration process. Recommendations

have been made keeping in view the capacity of treatment plant, its location, cost

economics, environmental impact, technical capacity of manpower available for

maintenance and other technological restrictions and options. Accordingly, the proposed





common effluent treatment plant for this Industrial Estate, Jind, has been designed on

extended aeration process.

EFFLUENT TREATMENT SCHEME

Waste Water Treatment Technology

In view of the facts detailed in Introduction part, it can be concluded that when

characteristics of raw waste water, the intended use and quality of receiving waters and

their assimilative capacity are known, the extent or degree of treatment needed for the

waste can be determined. Different types of treatment provide different percentage

removal of BOD and suspended solids. In general, the treatment plants are classified as

preliminary, primary, intermediate, secondary and tertiary. The general yard stick for

evaluating the performance of sewage treatment plants is the degree of reduction in BOD,

suspended solids and total coliforms.

(a) Preliminary Treatment: This treatment removes coarser solids. Where dilution is

adequate preliminary treatment consisting of screening of waste water protects the

appearance of receiving body of water and preliminary treatment is considered sufficient

when effluent is disposed of into an open sea. The provision of grit removal arrangement

is also important for the proper functioning and protection of subsequent treatment units.

(b) Primary Treatment: Primary treatment consists of sedimentation only. This treatment

removes 45 to 60% of suspended solids, 30 to 45% of BOD and 40 to 60% of total

coliforms. In case treatment of lesser degree can satisfy the requirement, the size of

treatment plant can be smaller.

(c) Intermediate Treatment (Chemical Treatment) : The treatment removes 60 to 80% of

suspended solids, 45% to 65% of BOD ad 60 to 90% of total coliforms. This treatment is

accomplished by the addition of chemicals prior to sedimentation. This treatment is

quite expensive and is thus rarely adopted where the need of such a high degree

treatment is only seasonal or for a short period.

(d) Secondary Treatment: It is a biological treatment which may consist of standard

trickling filters, high rate trickling filters, single or double stage, activated sludge plants,

stabilization ponds, single cell or two cells. These treatments are expected to remove 75

to 95% of suspended solids, 70 to 90% BOD and 80 to 98% of total coliform depending

upon the type and capacity of the treatment.

(e) Tertiary Treatment: This treatment is done to polish the effluent received from

secondary treatment units to improve the quality of effluent further for reuse. Tertiary





treatment is needed only when such greater reuse of waste is contemplated or where the

situation dictates the higher quality of effluent. Tertiary treatment may include processes

like rapid sand filtration, carbon absorption, ammonia stripping, coagulation and

flocculation and ion exchange etc. Evidently the cost of such a treatment is prohibitive

and may hardly prove economically viable particularly in developing countries except in

certain extremely critical situations.

In order to select the treatment method, cost factor is the prime consideration. The cost

of the treatment plant would include the cost of installation, cost of maintenance and

operation. The other factors which deserve consideration are cost of construction and

maintenance, location, land availability and topographical conditions.

TREATMENT PROCESS

Receiving Chamber

The raw sewage from the Industrial Units of Jind will be channelized into the Receiving

Chamber through the incoming sewer line. Accordingly, the bed level of the Receiving

Chamber has been kept lower than the Invert Level of the incoming sewer.

DESIGN OF COMMON EFFLUENT TREATMENT PLANT UNITS BASED ON

EXTENDED AERATION TECHNOLOGY

The flow scheme of the extended aeration process and its mixing regime are similar to

that of the completely mixed process except that primary setting is omitted. The process

employs low organic loading, long aeration time, high MLSS concentration and low F/M.

The BOD removal efficiency is high. Because of long detention in the aeration tank, the

mixed liquor solids undergo considerable endogenous respiration and get well stabilized.

The excess sludge does not require separate digestion and can be directly dried on sand

beds. Also the excess sludge production is a minimum.

The oxygen requirements for the process is higher and the running costs are also

therefore high. However, operation is rendered simple due to the elimination of primary

settling and separate sludge digestion. The method is, therefore, well suited specially for

small and medium size communities and zones of a larger city.

In small plants intermittent operation of extended aeration systems may be adopted,

intermittent aeration cycles are : (i) closing of inlet and aerating the sewage, (ii) stopping

aeration and letting the contents settle and (iii) letting in fresh sewage which displaces an





equal quantity of clarified effluent sludge is wasted from the mixed liquor. To handle

continuous flows a number of units may be operated in parallel.

Further the process is similar to the conventional plug-flow process except that it operates

in the endogenous respiration phase of the growth curve, which requires a law organic

loading and long aeration time. Because of the long STRs (20 to 30d) aeration equipment

design is controlled by mixing needs and not oxygen demand. The process is used

extensively for pre-engineered plants for small communities. Generally, primary

clarification is not used. Secondary clarifiers are designed at lower hydraulic loading

rates than conventional activated-sludge clarifiers to better handle large flow rate

variations typical of small communities. Although the bio-solids are well stabilized,

additional bio-solids stabilization is required to permit beneficial reuse. The

characteristics and design parameter of extended aeration technology are as under:

Flow

Regime

MLSS

Mg/ l

MLVSS

/ MLSS

F/M HRT

hrs

Vol.

Loading

kg BOD/

m3

SRT

(days)

Qr\

/ Q

BOD

Removal,

%

KgO2/ kg

BOD5

removal

Air

Requirem

ent/ kg.

BOD, m3

Complete

Mix

3000

to

5000

0.6 0.10 to

0.18

12

to

24

0.2

to

0.4

10

to

25

0.5

to

1.0

0

95

to

98

1.0

to

1.2

100

to

135

The Treatment flow diagram consists of mainly three streams i.e. the main Treatment

Stream, Chemical Treatment and Sludge Re-handling. The units of each stream are as

under:-

A. Units of Main Treatment Stream

i) Receiving Chamber

ii) Screens (Mechanical and Manual)

i) Oil and Grease removal

ii) Raw effluent sump

iii) Equalization Tank

iv) Flash mixtures

v) Clariflocculator

vi) Aeration Unit

vii) Secondary Clarifier





viii) Pressure Filters & Activated Carbon Filter

ix) Disposal of Treated Effluent

B. Chemical Treatment

i) Ferrous Sulphate, Lime, Polyelectrolyte solutions of required concentrations will

be added in the flash mixture before clariflocculator.

ii) DAP and Urea solutions of required concentration will be added before aeration

tank in the distribution box / receiving chamber.

iii) Farrous Chloride solution of required concentration will be added after secondary

clarifier.

C. Sludge Re-handling

The sludge from the clariflocculator shall be taken directly to combined sludge sump,

whereas the biological sludge from secondary the clarifier shall be pumped into

combined sludge sump. The sludge from the combined sludge sump shall be pumped into

sludge thickener, from where it will be taken to centrifuge / sludge drying beds.

Polyelectrolite solution of required consideration shall be added in the thickened sludge.

Brief Description/Design characteristics of main units of extended aeration technology

are as under :-

Receiving Chamber

The Receiving Chamber is proposed to act as a wastewater receiving structures from the

terminal pumping station (TPS) / Outfall Sewer; It will have a hydraulic retention time

(HRT) of 30 – 60 seconds at peak flow.

Coarse Screen

The coarse screens are provided at main pumping station before collecting tank. The

maximum velocity of flow through screens is 1.2 mtr per second.

Equalization Tank

The equalization tank shall be design for hydraulic retention time for 8 hrs of average

flow.

Flash Mixtures

Flash mixture is designed for 60-120 seconds hydraulic retention time. The purpose of

flash mixture is to mix the chemicals uniformally in the flow.

Clariflocculators





Clariflocculators takes care of the Primary Sedimentation of the sewage and also reduces

the organic load on secondary treatment units. While inorganic suspended solids are

removed before clariflocculators in grit chamber, the organic are residual solids, free oil

and grease and other floating material are removed in the clariflocculator, which are

located after screens and equalization tank. The efficiency of primary clariflocculator is

nearly 30% and the specific gravity of organic suspended solid vary from 1.01. to 1.20.

Aeration Tank

An activated sludge plant essentially consists of the following

i) Aeration tank – containing microorganisms in suspension, in which the reaction

takes place.

ii) Activated sludge – recirculation system.

iii) Excess sludge wasting and disposal facilities

iv) Aeration systems to transfer oxygen.

v) Secondary sedimentation tank to separate and thicken activated sludge.

The main variables of the activated sludge process are the loading rate , the mixing

regime and the flow scheme. The extended aeration process employs low organic

loading, long aeration time, high MLSS concentration and low F/M ratio. The BOD

removal efficiency is high. Because of long detention time in aeration tank, the mixed

liquor solids undergo considerable endogenous respiration and get well stabilized.

The excess sludge does not require separate digestion and can be directly dried on sand

beds. The excess sludge production is a minimum.

The volume of aeration tank is calculated for selected value of sludge retention time

(SRT), by assuming a suitable value of MLSS concentration Tank can also be designed

from F/M and MLSS concentration according to equation given as below F/M – Q S0 /X,

V.

It is seen that economy in reactor volume can be achieved by assuming a large value for

X. However, it is seldom taken to be more than 5000 g/m3. A common range is between

1000 and 4000 g/m3. Considerations which govern the upper limit are initial and running

cost of sludge recalculation system to maintain a high value of MLSS, limitations of

oxygen transfer equipment to supply oxygen at required rate in a small reactor volume,

increased solids loading on secondary clarifier which may necessitate a larger surface

area to meet limiting solid flux, design criteria for the tank and minimum HRT for the

aeration tank for stable operation under hydraulic surges.





Except in the case of extended aeration plants and completely mixed plants, the aeration

tanks are designed as long narrow channels. This configuration is achieved by the

provision of round-the-end baffles in small plants when only one or two tanks units are

proposed and by construction as long and narrow rectangular tanks with common

intermediate walls in large plants when several units are proposed. In extended aeration

plants other than oxidation ditches and in complete mix plants the tank shape may be

circular or square when the plant capacity is small or rectangular with several side inlets

and equal number of side outlets, when the plant capacity is large.

The width and depth of the aeration channel depends on the type of aeration equipment

employed. The depth controls the aeration efficiency and usually ranges from 3 to 4.5 m,

the latter depth being found to be more economical for installations treating more than 50

MLD. Beyond 70 MLD duplicate units are preferred. The width controls the mixing and

usually kept between 5 and 10 m. Width-depth ratio should be adjusted to be between 1.2

to 2.2. The length should not be less than 30 or not ordinarily longer than 100 m in a

single section length before doubling back. The horizontal velocity should be around 1.5

m/min. Excessive width may lead to settlement of solids in the tank. Triangular baffles

and fillets are used to eliminate dead spots and induce spiral flow in the tanks. Tank

freeboard is generally kept between 0.3 and 0.5 m.

Due consideration must be given in the design of aeration tanks to the need for

intermediate walls should be designed for empty conditions on either side. The method of

dewatering should be considered in the design and provided for during construction.

The inlet and outlet channels of the aeration tanks should be designed to maintain a

minimum velocity of 0.2 meter per second to avoid deposition of solids. The channels of

conduits and their appurtenances should be sized to carry the maximum hydraulic load to

the remaining aeration tank units when anyone is out of operation.

The inlet should provide for free fall into aeration tank when more than one tank unit or

more than one inlet is proposed. The free fall will unable positive control of the flows

through the different inlets. Outlets usually consist of free fall weirs. The weirs length

should be sufficient to maintain a reasonably constant water level in the tank. When

multiple inlets or multiple tanks are involved, the inlets should be provided with valves,

gates or stop planks to enable regulation of flow through each inlet.

Tertiary Treatment consisting of Pressure Sand Filter & Activated Carbon Filter





As it is proposed to use the treated effluent for meeting out demands of horticulture,

washing, air conditioning, flashing and other Industrial Uses, tertiary treatment has to be

given so as to make the effluent worthy of the proposed use. For this purpose, it is

proposed to have filtration consisting of Pressure Sand Filter and Activated Carbon filter.

These filters shall be supplied clarified effluent from SST and shall have top level as that

of the feeding pipe to avoid overflow in the filters.

Filtration through these units is by gravity down wards, through a bed of filtering media

consisting of coarse material of crushed coconut shell / charcoal anthracite and final

silica. The under drainage system consist of piped grit system, comprising of central pipe

/ channel with lateral system of pipes having nozzles. The system should conform to IS

8149 (part-2). The dual filter is complete with filter operation gallery, pipe gallery, back

wash arrangement with storage, pumps, blowers etc.

I) Sludge Thickener

Sludge thickening or dewatering of sludge becomes necessary, within a reasonable time,

to have solid contents as high as possible for reducing the volume of sludge. Sludge

thickening is important to

(i) Allow increased loading to sludge digesters, thickening reduces the volume and

thus increases effective sludge digester capacity,

(ii) Increases feed solid concentration to vaccum Filters,

(iii) Reduces cost of transportation of sludge,

(iv) Economics cost of land requirement and handling costs when sludge is required to

be carted to disposal sites

(v) Saves cost of fuels when sludge incineration is contemplated.

The thickening or concentration of sludge withdrawn from settling tanks can generally be

increased by resettling it with or without stirring. The arms stir the sludge slowly, some

of the entrapped gases and also some of the water is released. The process of Thickening

results in saving in unit cost.

There are three processes of thickening which are generally practices,

(a) Gravity thickening,

(b) Air flotation

(c) Centrifugation.

The process of thickening is especially desirable at activated sludge plants, which usually

produce sludge with low solid content.





Gravity Thickening:

It is a most common method of thickening of sludge. Gravity thickening is adopted both

for primary sludge or combined primary and activated sludge. Independent dealing with

activated sludge is not successful. When activated sludge exceed 40% of total sludge,

method of gravity thickening of combined sludge does not prove effective and under this

situation it becomes necessary to consider other methods of thickening of activated

sludge.

There are two types of gravity filters, continuous flow or fill and draw type with or

without addition of chemicals. The working becomes efficient with the use of slowly

revolving stirrer.

The size of the thickener is based on either solids or liquid loading. Continuous flow

tanks are deep circular tanks with about 3 m side water depth, with central feed and over

flow at the periphery. Liquid loading rate of 20,000 to 25,000 lpd/m2 is recommended.

The adoption of liquid loading less than 12000 lpd/m2 may give rise to odour problems.

The following solid surface loading rates are recommended:-

Primary sludge : 90-140 kg/d/ m2

Mixtures of Primary and trickling filter : 50-60 kg/d/ m2

Mixture of Primary and activated sludge : 30-50 kg/d/ m2

With these loadings it is practicable to produce thickened solid concentrations of the

following orders:-

Primary sludge : 5 to 10%

Primary and trickling filters : 7 to 9%

Primary and activated sludge : 5 to 8%

Activated sludge : 2.5 to 3.0%

When slow revolving stirrers are provided particularly in the sludge with gas, efficiencies

are improved. The sludge blanket upto 1m depth governs the concentration of under flow

solids beyond which there is negligible influence of the blanket. Sludge detention time of

24 hours is recommended to achieve maximum compaction. Lesser detention time is

required to be adopted during peak conditions in order to keep the sludge blanket depth

adequately below the overflow weir to prevent carry over of excessive solids.

The important aspects, which deserve considerations are to ensure necessary provision

(i) To regulate the quantity of dilution water required





(ii) Sufficient capacity of pumping to maintain desired solid concentration, continuous

feed and under flow pumping,

(iii) Torque over load protection

(iv) Sludge blanket detection.

Design Consideration

Side water depth : 3m

Liquid loading rate : 20000 – 25000 lpd/m2

Solid surface loading rate : 30 – 50 kg/d/m2

Detention time : 24 hours

The sludge from the primary chemical and excess secondary sludge sump duly blended

shall be taken in to sludge thickener. The same shall be designed as per the following

parameters:-

Thickeners:-

General

Type Circular with mechanical scrapper

Quantity One unit each

Design

Chemical + Secondary Sludge Solids loading,

Kg/M^2/Day

≤ 30

Surface loading, M^3/m^2/day 12000

Side water depth, mm ≥ 4000

Sludge drain pipe mm Ø ≥ 200

Slope 1 in 8 towards center

Thickeners Mechanism

Type Central driven

Width, M 1.2

There shall be 1.2 M wide platform all around the thickener with stair for approach with

CI posts & 40 mm Ø MS PVC coated railing & encapsulated PVC footrests of size 35

mm x 35 mm shall be fixed inside the thickener.

The supernatants shall be collected in the launders outside / inside the periphery of the

tank & Thickened sludge shall be collected in a sludge tank of suitable size.

Thickener Mechanism (Central Driven Fixed Full Bridge Type):-





The Thickener Mechanism shall be suitable for installation in RCC tank of specified size.

The mechanism shall comprise of the following main components:

Bridge Superstructure spanning the tank diameter

Drive assembly complete with drive head, chain & sprocket, geared motor etc

Feed well

Center Shaft

Cone scraper

Rake arms

Tie rods for rake arms

Plow blades & Squeegees

Weir plate

Brief Technical Specification:-

Bridge Superstructure:-

The bridge shall span the entire diameter of the tank. The width of the walkway shall be

minimum 1.2 M. The bridge shall rest on the thickeners wall at both the end. The bridge

shall be of truss type welded steel construction with walkway of gratings/ chequerred

plates for full of the bridge and center platform. The truss bridge shall be provided with

one row of handrail.

Drive Assembly with Drive Head :-

The central drive head shall rest on the bridge at the center. The drive head shall be

coupled to a geared motor through chain & sprocket and shall support the center shaft at

the bottom for rotating the rake arms.

Feed Well :-

The fixed feed well shall be hung from the bridge superstructure. The inlet feed pipe shall

run under the bridge up to the feed well.

Centre Shaft :-

The centre shaft shall be of SS welded ERW pipe and shall be attached to the output shaft

of the drive head. The center shaft shall be bolted to the drive head at top and shall

support the rake arms at the bottom through a torque frame.

Cone Scraper :-





A cone scraper shall be attached to the bottom of the center shaft and shall serve to stir

the sludge in the bottom hopper.

Rake Arms & Tie Rods :-

Two sets of rake arms shall be attached to the center shaft torque cage in diametrically

opposite direction through a hinged connection. The rake arms shall be attached to the

center shaft through tie rods with provision for adjustment of inclination of the rake arms.

Each rake arm shall be provided with the plow blades at the bottom and adjustable

renewable squeegees for scraping of sludge.

Weir Plate :-

V – notch weirs of size 5 mm thick x 150 mm wide shall be provided along the periphery

of thickeners for uniform draw – off of the overflow. The weir plate shall be fixed to the

tank wall by means of plate washers.

Inclusions

All civil works along with anchor bolts, inserts etc.

All electrical, instrumentation & cabling including motor starters.

Inlet piping and sludge outlet piping

Material of Construction

Tank RCC – M30

Feed Wall SS – 304

Bridge MSEP

Rake Arm SS – 304

Vertical shaft / Center Cage SS – 304

Blades SS – 304

V-notch weir SS – 304

Squeegees Neoprene

Walkway MS Chequerred Plate / Grating

Handrail 40 NB MSPVC Coated

Vertical Post CI

Scum skimmer SS – 304

Scum box SS – 304

Scum baffle SS – 304

Anchor Bolt

Fasteners – Under Water SS – 304





Fasteners – Above Water SS – 304

Sludge Drying Beds

This method can be used in all places where adequate land is available and dried sludge

can be used for soil conditioning. Where digested sludge is deposited on well – drained

bed of sand and gravel, the dissolved gases tend to buoy up and float the solids leaving a

clear liquid at the bottom, which drains through the sand rapidly. The major portion of

the liquid drains off in a few hours, after which drying commences by evaporation. The

sludge cake shrinks producing cracks which accelerates evaporation from the sludge

surface. The areas having greater sunshine, lower rain fall and lesser relative humidity,

the drying time may be about two weeks while in other areas, it could be four weeks or

more. Covered beds are not generally necessary. With the provision of sludge digester &

sludge thickeners, the number of drying days reduces from 7-2 and accordingly area of

sludge drying beds gets reduced to 15-20%.

Design Criteria

The sludge drying process is affected by weather, sludge characteristics, system design

(including depth of bed) and length of time between scraping and lifting of sludge

material. High temperature and high wind velocity improve drying while high relative

humidity and precipitation retard drying.

Area of Beds

The area needed for dewatering and drying the sludge is dependent on the volume of the

sludge, cycle time required to retain sludge of dewatering, drying and removal of sludge

and making the sand bed ready for next cycle of application and depth of application of

sludge on drying bed. The cycle time between two drying of sludge on drying beds

primarily depends on the characteristics of sludge including factors affecting its ability to

allow drainage and evaporation of water, the climatic parameters that influence

evaporation of water from sludge and moisture co0ntent allowed in dried sludge. The

cycle time may vary widely, lesser time required for aerobically stabilized sludge than for

anaerobicaly digested sludge and for hot and dry weather conditions than for cold and / or

wet weather conditions. The area of land required for sludge can be quite substantial with

value of 0.1 – 0.25 m2 / capita. The average cycle time for drying may range from few

days to two weeks in warmer climate and upto 3 to 6 weeks in unfavorable conditions.

By the provision of sludge digester bed, the no of sludge drying beds gets reduced by

50%.





Bed Specifications

A sludge drying bed usually consists of a bottom layer of gravel of uniform size over,

which is laid a bed of clean sand. Open jointed tiles under drains are laid in the gravel

layer to provide positive drainage as the liquid passes through the sand and gravel.

Gravel

Graded gravel is placed around the under drains in layers upto 30 cm with a minim of 15

cm above the top of the under drains. At least 3 cm of the top layer shall consist of gravel

of 3 to 6 mm sizes.

Sand

Clean sand of effective of size 0.5 to 0.75 mm and uniform coefficient not greater than

4.0 is used. The depth of sand may vary from 20 to 30 cm. The finished sand surface

shall be level.

Under drains

Under drains are made of vitrified clay pipes of tiles of at least 10-cm dia laid with open

joints. However, other suitable materials may also be used. Under drains shall be placed

not more than 6 m apart.

Walls

Walls shall preferably be of masonry and extend at least 40 cm above and 15 cm below

sand surface. Outer walls should be kerbed to prevent washing outside soil on to beds.

Dimensions

Drying beds are commonly 6 to 8 m wide and 30 to 45 m long. A length of 30 m away

from the inlet should be exceeded with a single point of wet sludge discharge, when the

bed slope is about 0.5%. Multiple discharge points may be used with large sludge beds to

reduce the length of wet sludge travel.

Sludge Inlet

All sludge pipes and sludge inlets are so arranged to easily drain and have a minimum of

200 mm dia terminating at least 30 cm above the sand surface. Splash plates should be

provided at discharge points to spread the sludge uniformly over the bed and to prevent

erosion of the sand.

Tertiary Treatment with Filtration, Color removal and Disinfection





Since it is proposed to use treated effluent for reuse it is mandatory to provide tertiary

treatment consisting of the following units to achieve desired treated effluent parameters

as prescribed by Central Pollution Control Board and National Green Tribunal.

I. Secondary Treated effluent sump with treated effluent pumps for storage of

secondary treated effluent and pumping the same to pressure filters.

II. Pressure sand filters for reduction in BOD, COD & TSS

III. Activated carbon filters for removal of color and smell.

The Secondary Treated effluent shall flow in to Pressure filters to be followed by

Activated Carbon Filter before final discharge for reuse.

SLUDGE TREATMENT

Sludge generated from Physico-chemical treatment and biological treatment is collected

in separate sludge sumps. Mechanical mixers are provided to keep the sludge in

suspended form. Separate Belt Filter Press for Chemical Sludge and Centrifuge for

Biological Sludge respectively are considered to dewater the sludge to the required solid

concentration. Screw pumps are used to pump the sludge from sludge sump to filter press

and Belt Press. Dewatering polymer is dosed into the sludge to improve its dewatering

characteristics.

CHEMICAL STORAGE and HANDLING BUIDLING

Chemical Storage Building is provided for 30 days storage and handling of various

chemicals utilized in the effluent treatment plant.

SLUDGE STORAGE

Separate sludge storage areas for biological sludge and chemical sludge are provided for

5 day storage of sludge

DISPOSAL OF TREATED EFFLUENT

The treated water will propose to be used greenbelt development. In addition member






Figure 3.5: Process Chart of Common Effluent Treatment Plant





Figure 3.6: Plant Layout





3.6 RAW MATERIAL REQUIRED ALONG WITH ESTIMATED

QUANTITY, LIKELY SOURCE, MARKETING AREA OF FINAL

PRODUCT/S, MODE OF TRANSPORT OF RAW MATERIAL AND

FINISHED PRODUCT

3.6.1 RAW MATERIAL

Raw material required for construction and setting up of Common Effluent Treatment

Plant will be cement, steel, aggregates & sand for civil works. Waste water will be

collected through dedicated pipeline system from associated industries. Sludge generated

from CETP will be disposed off to the TSDF site via GPS enabled trucks (GEPIL).

In addition, raw materials required for the treatment of waste water will be namely Lime,

Polymer, Urea, DAP, FeSO4, Hydrochloric Acid etc for treatment purpose. Which are

available at local market/nearby areas. The consumption of raw materials along with

storage is as under:-

Table 3.4: Raw Material and its Consumption and Storage

S. No. Chemical QTY per Day Storage QTY for 3 days

1 Lime for Coagulation & pH Correction 27.50 Kg/day 90 Kg/day

2 Polymer for Flocculation 0.91 Kg/day 4 Kg/day

3 Dewatering Polymer for Primary Sludge 0.37 Kg/day 2 Kg/day

4 Dewatering Polymer for Biological Sludge 0.09 Kg/day 0.50 Kg/day

5 Hydrochloric Acid 1.97 l/day 6 l/day

6 Urea 2.12 Kg/day 7 Kg/day

7 DAP 0.72 Kg/day 3 Kg/day

8 FeSO4 16.50 Kg/day 50 Kg/day

Source: DPR

3.6.2 PRODUCT

Waste water thus generated by the associated industries will be collected through

dedicated pipeline system after meeting the pre-treatment discharge standards prescribed

by HSIIDC. The approximate quantity of such effluent will be 131 KLD.

The treated water will propose to be used greenbelt development. In addition member






3.7 RESOURCE OPTIMIZATION/RECYCLING AND REUSE

ENVISAGED IN THE PROJECT, IF ANY, SHOULD BE BRIEFLY

OUTLINED

The proposed CETP project is to be upgraded with Zero Liquid Discharge (ZLD), hence

the treated water would be recovered and recycled for industrial purposes and green belt.

3.8 AVAILABILITY OF WATER, ITS SOURCE, ENERGY / POWER

REQUIREMENT AND SOURCESHOULD BE GIVEN

3.8.1 WATER AVAILABILITY & ITS SOURCE

This is a proposed common effluent treatment plant. There water will be required for

domestic and chemical dosing purposes.

Total fresh water demand for proposed unit will be 0.8 KLD, Out of which 0.6 KLD

water will be required for domestic and 0.2 KLD for chemical dosing purposes. Water

demand will be met from HSIIDC Industrial Estate, Jind. Water requirement and Water

balance are shown as under:-

Table 3.5: Water Requirement

S. No. Details Total

a. Industrial

Chemical Dosing 0.2 KLD

b. Domestic 0.6 KLD

Fresh 0.8 KLD

Recycled --

c. Green belt and recirculate to member

industries (Recycled- CETP treated

water)

117 KLD

Total

Fresh

0.8 KLD

Recycled 117 KLD





Figure 3.7: Water Balance

3.8.2 ENERGY / POWER REQUIREMENT& ITS SOURCE

S. No. Particulars Unit Total Source

1 Power kVA 80 DHBVN

2 DG Set (capacity and number) kVA 100 kVA–1 no. From Manufacture

3 HSD (for DG Set) l/hr 20 l/hr Local Traders

3.9 QUANTITY OF WASTES TO BE GENERATED (LIQUID AND

SOLID) AND SCHEME FOR THEIR MANAGEMENT / DISPOSAL

3.9.1 QUANTITY OF LIQUID WASTE TO BE GENERATED & ITS


3.9.1.1 Domestic Waste Water

Domestic wastewater to the tune of 0.5 KLD will be pumped into CETP lead no

discharge.

3.9.1.2 Industrial Waste Water

Waste water thus generated by the associated industries will be collected through

dedicated pipeline system after meeting the pre-treatment discharge standards prescribed

10%

losses

Industrial Effluent

131 KLD

Preparation of

Dosing Chemicals

0.2 KLD Total Fresh Water

0.8 KLD Domestic use

0.6 KLD

Waste Water

0.5 KLD

0.4 KLD

CETP 0.5 MLD

Capacity

500 KLD

Effluent

TreatedWater

118 KLD

Recycle

117 KLD

Conveyance

Loss

1 KLD

Green Belt and recirculate

to member industries

HSIIDC IE Jind





by HSIIDC. The approximate quantity of such effluent will be 131 KLD. The treated

water will proposed to be recirculate for industrial uses by member industries, green

belts/plantation. Waste water quantity from member industries are as under:-

Table 3.6: Waste Water Quantity from Member Industries for Proposed CETP (0.5 MLD)

S. No. Type of Industry Number Discharge (KLD)

1 Misc 20 42.82

2 Food Processing 4 1.1

3 Plastic 3 0.9

4 Stone 1 0.3

5 Cotton 5 84.3

6 Paper 2 0.5

7 Paint 1 0.6

8 Polymer 1 0.1

9 Metal 1 0.2

10 Fabric 2 0.2

11 Steel 1 0.1

Total 41 131.12 says131

3.9.2 QUANTITY OF SOLID WASTE TO BE GENERATED & ITS


1. Hazardous Waste Generation

Table 3.7: Hazardous Waste Generation

S. No. Particulars Category Quantity

(Kg/day)

Mode of Disposal

1 ETP Sludge 35.3 80

Collection, Storage in HWSA,

Transportation and will be sent to TSDF site

via GPS enabled Trucks for disposal.

(GEPIL, Faridabad)





2. Solid Waste Generation

Table 3.8: Solid Waste Generation

S. No. Particulars Quantity

Mode of Disposal

1. Domestic solid waste 7.5Kg/day Will be handled by Municipal Council, Jind

2. Construction Waste 15 Ton Construction waste will be reused as early as

possible in the construction and for landfilling

during landscaping of project site.

3.10 SCHEMATIC REPRESENTATIONS OF THE FEASIBILITY

DRAWING WHICH GIVE INFORMATION OF EIA PURPOSE

The proposed project activity is listed at Category – “B” under item 7 (h) Common

Effluent Treatment Plant as per the EIA Notification, 2006. Due to the presence of Bir

Bara Ban Wildlife Sanctuary at a distance of 1.16 km towards SE the project will be

categorized as A and considered at MoEF&CC, New Delhi.





********

Project : Common Effluent Treatment Plant, Jind Section - IV




SECTION-IV





SECTION-IV

SITE ANALYSIS

4.1 CONNECTIVITY

HSIIDC Limited has proposed common effluent treatment plant of 0.5 MLD

capacities. The proposed CETP site has all possible amenities that are feasible for

infrastructure projects viability.

Table 4.1: Connectivity

S.

No.

Name Distance (Km) Direction

(From project site)

Nearest Railway Station

1 Jind Railway Station 1.2 N

Nearest Airport

2 Karnal Airport 85 NE

Nearest Highway

3 SH - 12 0.25 ESE

SH-10 1.4 SSE

SH-14 7.55 ENE

Narwana Road 4.0 N

Bhiwani-Jind Road 3.0 SE

4.2 LAND FORM, LAND USE AND LAND OWNERSHIP

Land Form: Proposed Common Effluent Treatment Plant (CETP) of 0.5 MLD capacity

will be constructed on 2,711.39 Sq. m (0.67 Acre) area, which is an notified industrial

area (HSIIDC, Jind)

Land use: The proposed land use breakup is summarized as under:-

Table 4.2: Land use Breakup

S. No. Particulars Area (Sq. m.) %

1 Plant Area 1,220.13 45.0

2 Road/Paved Area 189.80 7.0

3 Green Belt 894.76 33.0

4 Open area 406.70 15.0

Total 2,711.39 100





Land Ownership

Possession of land was taken over by HSIIDC Chandigarh on dated 18.05.1977 and

Mutation of this land was done in favor of HSIIDC on dated 28.10.1987. Land

documents are enclosed as Annexure-IV.

4.3 TOPOGRAPHY (ALONG WITH MAP)

Haryana is essentially a plain area: 94 percent below 300 meters. The plain spreads

between the hilly tract in the northeast and the sand dune sprinkled desert topography in

the south and southwest. The outliers of the Aravall is make their appearance in the

southern part of the state. The Haryana Plain is a vast surface of flat to rolling terrain and

extends southward to the northern boundary of the alluvial bed of the Ghaggar. It covers

over 65 percent of the area of the District. The elevation of the surface from east to west

varies from 190 to 210 meters above the mean sea level. The most diagnostic feature of

the Haryana Plain is the presence of palaeo channels which set the occurrence of sand

dunes in this terrain unit apart from those in the dune tract. The plain is traversed by

numerous dune complexes and shifting sands.

4.4 EXISTING LAND USE PATTERN (AGRICULTURE, NON-

AGRICULTURE, FOREST, WATER BODIES (INCLUDING AREA

UNDER CRZ)), SHORTEST DISTANCES FROM THE PERIPHERY

OF THE PROJECT TO PERIPHERY OF THE FOREST, NATIONAL

PARK, WILD LIFE SANCTUARY, ECO SENSITIVE AREA, WATER

BODIES (DISTANCE FROM THE HFL OF THE RIVER), CRZ.

Existing Land use:-This is a proposed Common effluent treatment plant. The land is

vacant and situated in Notified Industrial Esate, Jind.

The details of Forests, National Park, Wild Life Sanctuary, Eco Sensitive Area, Water

Bodies within 15 km area are as mentioned below:-

S. No. Particulars Distance (Km) Direction

(From Project Boundary)

P.F/R.F

1. P.F/R.F. None within 15 km





The proposed expansion project falls in notified Industrial area. Copy of the Gazette

Notification is enclosed as Annexure –V.

4.5 EXISTING INFRASTRUCTURE

The proposed CETP is coming up in an industrial land, which is vacant. The area is well

connected by SH-12, which is 0.25 km towards ESE. SH-10, which is 1.4 km towards

SSE. The study area is having facilities for primary educational and health care, drinking

water, post and telegraph offices, approach roads etc.

National Park

1. None within 10Km radius -- --

Wildlife Sanctuary

1. Bir Bara Ban Wildlife Sanctuary 1.16 SE

Bir Bara Ban Wildlife sanctuary was de-notified and declared as

Conservation Reserve vide Haryana Govt. Notification No. S.O.

78/C.A.53/72/S.18 and 36-A/2007 dated 11.10.2007. As per Wildlife

(Protection) Act, 1972 Section 2(24A) says” “protected area” means a

National Park, a sanctuary, a conservation reserve or a community reserve

notified under sections 18, 35, 36A and 36C of the Act

Eco Sensitive Area

1. Eco Sensitive Area None within 15 km

Water Bodies

1. Hansi Branch 1.0 SE

2. Sirsa Kheri Minor 9.4 SSW

3. Bararikhera Minor 9.7 SSE

4. Siwani Feeder 11.0 SE

5. Jind Distributary 12.9 SE

6. Khanda Minor 14.3 SSW

7. Sundar Subbranch 14.6 SSE

Source: - All distance are taken with respect to Toposheet.





4.5.1 BASIC AMENITIES

The details of basic amenities like schools, hospitals and medical center located in 10.0

km of project site is given as under:-

Table No. 4.3: Basic Amenities

S. No. Particulars Distance (Km) & Direction


Medical facility

1. Govt. Hospital 1.8, NNW

2. Govt. Veterinary dispensary, Jalalpur 2.3, WNW

3. Civil Hospital, Jind 3.8, ESE

Schools

1. 4. Govt. School Jalalpur Khurd 0.7, WNW

2. 5. Govt. Sen. Sec. School, Sabjimandi 1.8, ENE

Place of Worship

3. 6. DurgaMandi 0.5,W

4. 7. Hanuman Temple 1.0, NE

5. 8. Kedarnath Temple 2.0, E

*Source: - All distances are taken with respect to Toposheet.

4.5.2 INDUSTRIES

The proposed CETP is coming up within the notified industrial Estate, Jind. There are

many established industries like food, plastic, paper, cotton, lead, metal, paint steel etc

with well-developed infrastructure facilities within study area.

4.6 SOIL CLASSIFICATION

Soil is formed almost entirely of alluvium, the state is situated towards the depressions of

the rivers Ganges and Indus. It is a broad level plain standing nearly on the watershed

between the basins of the two rivers. It is a vast ground of moist land. In the whole of the

region except the flood plains of the Yamuna and the Ghaggar, the alluvium is of the old

type containing sand, clay, silt and hard calcareous concentrations about the size of nuts

known as 'Kankars'.





In the Khaddar the deposits of the alluvium are the recent type. They consist of coarse

sand and some silt regularly deposited by the rivers and small mountain streams of the

Indo-Gangetic watershed.

In the south-western part, a great deal of wind-blown sand has been piled up in the form

of sand dunes. These dunes are sometimes many meters high and extend many kilometers

in length. The alluvium is covered by sand, making the region as arid and unproductive

as a desert.

The only part useful for cultivation in this region is Tals, where due to some reason or the

other sand does not collect.

4.7 CLIMATIC DATA FROM SECONDARY SOURCES

The climate of the district is characterized by the dryness of the air with an intensely hot

summer and a cold winter. The cold season starts by late November and extends to about

the middle of March. It is followed by hot season, which continues to about the end of

June when the southwest monsoon arrives over the district. The period from July to

September is the southwest monsoon season. Rainfall: The normal annual rainfall of the

district, based on the record for the period 1901-1980 is 567 mm recorded in 30 rainy

days in a year. There is no meteorological observatory in the district, so the

climatological data of the nearby observatory at Delhi has been taken as representative of

the climatological conditions of the district. About 76% of the annual rainfall is recorded

during the southwest monsoon from June-September. July is the wettest month of the

year with 7.5 rainy days and 169 mm rainfall. During the period 1901-80, deficient to

scanty rainfall was recorded in 18 years. The probability of occurrence of rainfall in the

range 400- 700 mm is 0.65. January is the coldest month with mean daily maximum

temperature 21.3oC and mean daily minimum temp 7.3oC. May is the hottest month with

mean daily maximum temp 26.6oC. In May and June, the maximum temperature

sometimes reaches about 47oC.

4.8 SOCIAL INFRASTRUCTURE AVAILABLE

The well-established social infrastructure like hospitals, temple, schools, roads, and

others similar are available/ existing within 15 km radius which is tabulated in point no

4.5 of PFR.





*********

Project : Common Effluent Treatment Plant, Jind Section - V




SECTION –V





SECTION -V

PLANNING BRIEF

5.1 PLANNING CONCEPT (TYPE OF INDUSTRIES, FACILITIES,

TRANSPORTATION ETC) TOWN AND COUNTRY PLANNING/

DEVELOPMENT AUTHORITY CLASSIFICATION

The CETP unit is proposed for the treatment of waste water of member industries located

in the Industrial Estate, Jind and sum neighboring area. Waste water will be transported

to CETP through dedicated pipeline network.

Raw material required for treatment of waste water from member industries will be

procured from nearby areas. Transportation of Raw Material will be done through road

only as it is well-connected. The land for the project is in favor of HSIIDC Limited.

5.2 POPULATION PROJECTION

Jind district occupies 7th position in population size during 2011. In terms of density Jind

ranks at 15th position with a density of 494, whereas during 2001 the density was 440.

The Sex Ratio of the district is 871 females over thousand males in 2011 and the child

sex ratio is 838 females over thousand males. The percentage of Scheduled Caste

Population to Total Population in the district is 21.2% and it ranks at 9th position whereas

during 2001 it was 19.8%. The literacy rate in 2011 is 71.4%. The literacy rate has also

shown an increase amongst female population. During 2001 it was 48.5% and it reached

60.8% during 2011. The Work Participation Rate (WPR) of Jind district is 39.2% in

comparison to 35.2% of the State. The Work Participation Rate of Males in Jind is

51.7%, whereas the Female work Participation Rate is 25%. The proposed expansion

project will provide employment to 45 persons of whom 30 persons are for construction

Phase and 15 persons for operation phase. It is likely that the population of the project

area will not be significantly impact.

5.3 LAND USE PLANNING (BREAKUP ALONG WITH GREEN BELT

ETC.)





The total land area under green belt will be 894.76 Sq. m. (33%).The main aim of the

green belt development is to improve the ecosystem to a maximum possible extent by

designing the green cover with the same native species.

Greenbelt with in project site/ core zone will be developed for proposed project for 4-5

years while buffer zone plantation will be continued up to 5 years. Estimated budget for

same is as follows:-

Total Plot Area : 2,711.39Sq. m

Greenbelt area : 894.76Sq.m

Total trees required : 2,711.39/80 = 33.89 Nos.

Total trees provided : 50

Trees for proposed project =50 trees will be planted.

A total of 50 trees for the next 5 years will be planted for the green area development

in the close proximity of the proposed project.

Table 5.1: Green Belt Development Programme

S. No. Botanical Name Common Name Total

1 Azadirachta indica Neem 5

2 Dalbergia sissoo Shisham 5

3 Cassia fistula Amaltash 10

4 Alstonia scholaris Devil Tree 10

5 Grevillea robusta Silk Oak 10

6 Eucalyptus tereticornis Safeda 5

7 Albizialebbeck Siris 5

Total 50

The detailed green belt programme along with budgetary allocation will be elaborated in

EIA/ EMP Report

5.4 ASSESSMENT OF INFRASTRUCTURE DEMAND (PHYSICAL &

SOCIAL)

On the basis of the preliminary site visit, the infrastructure demands in the villages are

assessed on the basis of need and priority. The health infrastructure, drinking facilities are





the primary requirements analyzed. The lack of modern and specialist facilities in

hospitals needs improvement. The assessment will be identified in the socio-economic

survey, after the grant of TOR and final assessment will be submitted in final

presentation of EC.

5.5 AMENITIES / FACILITIES

In the preliminary site visit it was found that requiments of women upliftment and

increase in working population. After ToR will be obtained during the detailed survey

which will include consultations with the likley stakeholders. The required facilities will

be updated. This is a tentative budget with facilities to be provided. Provision for the

same has been made as given below: -

Table 5.2: Amenties/ Facilities

S.No. Activities Capital Cost

(Rs. In Lacs)

Recurring Cost

(Rs. In Lacs)

1. Drinking Water Facility 2.00 0.50

2. Sanitation Facilities 1.00 0.50

3. Education 2.00 2.00

4. Training/ Camps etc 1.00 1.00

5. Miscellaneous 1.00 1.00

Total 7.00 5.00

************

Project : Common Effluent Treatment Plant, Jind Section - VI




SECTION-VI





SECTION-VI

PROPOSED INFRASTRUCTURE

S. No. Particulars Details

1. Industrial Area 2,711.39 Sq. m (0.67 Acre)

2. Residential Area

(Non Processing Area)

No residential area is proposed. Preference would be given to suitable

local people for employment.

3. Green Belt 894.76 (33%)

4. Social Infrastructure Social infrastructure available within 10-15 km from project site.

5. Connectivity S. No. Highways Distance (Km) & Direction


1. SH-12 0.2, ESE

2. SH-10 1.4, SSE

3. Bhiwani-Jind Road 3.0, SE

4. Narwana Road 4.0, N.

5. SH-14 7.5, ENE

*Source: - All Distances are taken with respect to Toposheet.

6. Drinking Water

Management

Adequate drinking water facilities will be provided.

Source of water for domestic purposes and chemical dosing will be

managed by HSIIDC, IE, Jind itself.

7. Sewerage System Industrial waste water

Waste water thus generated by the associated industries will be

collected through dedicated pipeline system after meeting the pre-

treatment discharge standards prescribed by HSIIDC. The approximate

quantity of such effluent will be 131 KLD. The treated water will

proposed to be recirculate for industrial uses by member industries,

green belts/plantation.

Domestic waste water

Domestic wastewater to the tune of 0.5 KLD will be generated the

same will be pumped into CETP lead no discharge.

8. Industrial Waste

Management

Sludge from CETP will be generated during the operation phase.

Hazardous Waste Generation

Particulars Category Quantity

(Kg/day)

Mode of Disposal

ETP Sludge 35.3 80 Collection, Storage in

9. Solid Waste Management





HWSA, Transportation and

will be sent to TSDF site via

GPS enabled Trucks for

disposal. (GEPIL, Faridabad)

Solid Waste Generation

Particulars Quantity

Mode of Disposal

Domestic solid

waste

7.5Kg/

day

Will be handled by Municipal

Council, Jind

Construction

Waste

15 Ton Construction waste will be reused

as early as possible in the

construction and for landfilling

during landscaping of project site.

10. Power Requirement &

Supply / Source

Phase Demand Expected Source

Operational Phase 80 kVA DHBVN

D. G. Set 100 kVA (1 No.) From Manufacture

Fuel (For DG Set)

Fuel (HSD) 20 l/ hr Local Traders

***********

Project : Common Effluent Treatment Plant, Jind Section - VII




SECTION –VII

Project : Common Effluent Treatment Plant, Jind Section - VII




SECTION -VII

REHABILITATION AND RESETTLEMENT

(R & R) PLAN

7.1 POLICY TO BE ADOPTED (CENTRAL/ STATE) IN RESPECT OF THE

PROJECT AFFECTED PERSONS INCLUDING HOME OUSTEES, LAND

OUSTEES AND LANDLESS LABORERS (A BRIEF OUTLINE TO BE GIVEN).

There is no habitation on the proposed project land and is an industrial land. Thus, R & R

policy is not applicable to this project. There shall not be displacement of any population

in proposed project land. The execution of CETP will boost the commercial and

economical status of the locality up to some extent

.

***********

Project : Common Effluent Treatment Plant, Jind Section - VIII




SECTION -VIII





SECTION -VIII

PROJECT SCHEDULE & COST ESTIMATES

8.1 LIKELY DATE OF START OF CONSTRUCTION AND LIKELY

DATE OF COMPLETION

Proposed Common Effluent Treatment Plant of 0.5 MLD capacity will be completed

within twelve months of getting Environment Clearance from MoEF&CC and consents

from HSPCB.

Table 8.1: Expected Time Schedule for the Project

Activities Completed

activities

Months

1 2 3 4 5 6 7 8 9 10 11 12

Submission of

Terms of

Reference

Application

July’2021

Terms of

Reference

Baseline Study March to May’

2021

Submission of

Final EIA/ EMP

report for EC

Environmental

Clearance

8.2 PROJECT COST ESTIMATION

The total capital investment for the proposed CETP will be 581.76 Lac.

Table 8.2: Expenditure Proposed for Environmental Protection Activities

S. No. Particulars Capital Cost

(Rs. In Lacs)

Recurring Cost

(Rs. In Lacs)

1 Environmental Monitoring

(Air, Stack, Water, Noise, Soil etc.)

0.0 5.0

2 Air Pollution Control System 0.50 0.1





3 Water Pollution and Rain Water Harvesting

Structure

5.0 0.5

4 Occupational Health 1.5 0.50

5 Green Belt Development 10.0 1.0

6 Monitoring laboratory 50.0 5.0

7 Online monitoring system 60.0 6.0

Total 127.0 18.1

***********

Project : Common Effluent Treatment Plant, Jind Section - IX




SECTION-IX

Project : Common Effluent Treatment Plant, Jind Section - IX




SECTION-IX

ANALYSIS OF PROPOSAL

9.1 FINANCIAL AND SOCIAL BENEFITS WITH SPECIAL EMPHASIS

ON THEBENEFIT TO THE LOCAL PEOPLE INCLUDING TRIBAL

POPULATION, IF ANY, IN THE AREA

Due to proposed CETP project, it is expected that employment will increase for people

who reside nearby project area. Approximately 45 persons will get employment (30

people during Construction phase and 15 people during Operation Phase). Ancillary units

will also be benefitted in the project area. The local economy will be uplifted in the

project area. Locals will get employment their expenditure and saving power will

increase which will result in better living standards. Due to green belt development,

aesthetic value of local environment will improve. Detailed Environmental management

plan will be submitted during EIA stage.

***********

GAURANG ENVIRONMENTAL SOLUTIONS PVT.LTD.

SIMPLIFYING SUSTAINABILITY

Accredited EIA Consultant Organization by NABET, QCI, New Delhi at S. No. 71 in list of

Accredited EIA Consultant Organizations (as on June’ 2021)

#102, SNG Shree Ratna Apartment, Peetal Factory, Banipark, Jhotwara Road, Jaipur-302016

E-mail: [email protected]


proposed common effluent treatment...

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