PROPOSED FORMATION OF COMPOSITE …environmentclearance.nic.in/writereaddata/FormB/TOR/PFR/07_Dec...Proposed Formation of Composite Housing Scheme in lands at Hire Malligvad, ... PROPOSED

Proposed Formation of Composite Housing Scheme in lands at Hire Malligvad, Chik Malligvad, Kelgeri & Mommigatti Villages of Dharwad Taluk and District, Karnataka.

2015

M/s. Ramky Enviro Engineers Ltd 1

PROJECT REPORT

On

PROPOSED FORMATION OF COMPOSITE HOUSING SCHEME BY

KARNATAKA HOUSING BOARD

At

Hire Malligvad, Chik Malligvad, Kelgeri &

Mommigatti Villages of Dharwad Taluk and District,

Karnataka

DEVELOPED BY:

M/s Karnataka Housing Board,

3rd & 4th Floor, Cauvery Bhavan,

K. G. Road,

Bangalore – 560 009


2015


PROJECT REPORT

1.0 GENERAL INFORMATION

Karnataka Housing Board was established by legislation in 1962 as a farsighted move to

satisfy the increasing housing needs of the people. Over the decades, KHB has provided

housing to 1.10 lakh families. It is the only housing agency, which has completed 950

schemes spread over the entire state. The board has taken up diverse roles to provide

housing to different segments. Unlike privately developed housing layouts, KHB

townships and layouts meet standard norms of town planning and land usage.

KHB would bring more transparency in its operations. Hence it has opened up new

wings like customer relation cell, property management and project management units

to cater to the needs of the customer. It would like to ensure that all the townships

maintain quality of highest standards. All townships will be self contained with all urban

and civic amenities, and will include rain water harvesting, water recycling, tertiary

treatment, developed open spaces and parks, and infrastructure for health, education

and recreation.

2.0 PROJECT LOCATION

The proposed “Housing Scheme by KHB,” is planned to be developed at Hire Malligvad,

Chik Malligvad, Kelgeri & Mommigatti Villages of Dharwad Taluk and District, Karnataka.

Table 1

Details of Project

S. No Particulars Details

1 Developers Assistant Executive Engineer

M/s Karnataka Housing Board,

Chanakyapuri, Hubli City, Hubli - 580 029

2 Objective of the Project Composite Housing Scheme

3 Description of the Project The proposed “Composite Housing Scheme by KHB,” is planned to be developed on a land measuring about 117.62 Ha (290.65 Acres) after deducting ‘B’ Kharab land – 06 G No. of plots 4066 No. of houses 172

4 Location of the Site The proposed project is located at Hire Malligvad, Chik Malligvad, Kelgeri &


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Mommigatti Villages of Dharwad Taluk and District, Karnataka.

5 Total Project cost Proposed

Investment

Rs. in Lakhs

Total 11038.64927

2.1 CONNECTIVITY: The project is located at a distance of 6 Kms (SSE) from Dharwad.

The Dharwad Railway station is located at a distance of 7.3 Kms (SSE) and Kyaarkoppa

Railway station is located at a distance of 3.4 Kms (S) from the project site. The project

site is adjacent to the NH 4 at East direction and is well connected to SH 73 at a distance

of 0.83 Kms (E).

3.0 PROJECT FEATURES:

3.1 Design details

Proposed Composite Housing project scheme will have Residential Plots & Houses.

Karnataka Housing Board has acquired the land required for the project.

The figure showing the 2 km, 5 km and 10 km radius map of the project study area are

given as Figure 1, 2 and 3 respectively. The google map demarcating the proposed

layout, project layout map and location plan are given as Figure 4, Figure 5 & Figure 6.

The photographs of the site are shown in Figure 7 respectively.


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Figure 1

Base map of the study area (2 km Radius)


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Figure 2



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Figure 3



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Figure 4

Google map demarcating the proposed project location


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Figure 5

Project Layout Map


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Figure 6

Location Plan of the Proposed Project


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Figure 7

Photographs of the Proposed Project site


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Table 2

Area Statement

Combined Land use Analysis

S. No Description Sq.mts Acres %

1 Residential 600075.633 148.2 51.02

2 Commercial 17444.85 4.3 01.48

3 Parks & Open Spaces 121393.50 30.0 10.32

4 Civic Amenity (Public &Semi Public) 44460.79 11.0 03.78

5 Traffic & Transportation 392869.33 97.1 33.40

Total 1176244.11 290.6 100

Table 3

Plots & Houses Details

S. No

Category Plot size (M)

Total No. of Plots

Population in Plots

Total No. of

Houses

Population in Houses

Total Plots & Houses

Total Population of Plots &

Houses

1 EWS 6X9 621 3105 - - 621 3105

2 LIG 9X12 1178 5890 90 450 1268 6340

3 MIG 9X15 1555 7775 80 400 1635 8175

4 HIG I 12X18 641 3205 02 10 643 3215

5 HIG II 15X24 71 355 - - 71 355

Total 4066 20330 172 860 4238 21190

No of persons per plot / house / family considered @ 5

3.2 Power Requirement Details

3.1.0 Power Requirement and Source:

Total power required will be sourced from Hubli Electricity Supply Company Limited

(HESCOM). The detailed power required is given in Table 4.


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Table 4

Power Requirement

Category Total

Plots & Houses

Power consumption

per plot (kVA)

Total Power consumption

(kVA)

Total Power consumption

kW(0.8)

Total Power consumption MW

(0.001)

EWS 621 3 1863 1490 1.5

LIG 1268 3 3804 3043 3.0

MIG 1635 4 6540 5232 5.2

HIG I 643 5 3215 2572 2.6

HIG II 71 5 355 284 0.3

Total 4238 15777 12621 12.6

Source : Hubli Electricity Supply Company Limited (HESCOM)

4.0 Water Requirement Details

4.1.0 Water Source:

During construction Phase water required will be met from bore wells whereas during

operational phase water required will be taken from Bore wells and Karnataka Urban

Water Supply & Drainage Board (KUWSDB).


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4.1.1 Water Requirement:

Table 5

Water Demand

Category

No. of

Plots &

Houses

Persons

per plot

Total

population

Per Capita

Consumption

(LPD)

Consumption

(KLD)

Total Water

Consumption

(KLD)

Waste

Water

(KLD) Fresh Treated Fresh Treated

EWS 621 5 3105 90 45 279 140 419 377

LIG 1268 5 6340 90 45 571 285 856 770

MIG 1635 5 8175 90 45 736 368 1104 994

HIG I 643 5 3215 90 45 289 145 434 391

HIG II 71 5 355 90 45 32 16 48 43

Comm. 17444

(Sq.m) 1744 30 15 52 26 78 70

Total

22934

1959 980 2939 2645

Parks &

open

spaces

12

(Ha)

25 - 300 300

Total

Note:

Commercial 1 person per 10 Sq.m

Green belt 25 KLD/Ha; STP : 3 MLD


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Water Balance:

Total Water Requirement 3239

Fresh Water 1959

Treated Water 1280

Residential 1907

Commercial 52

Flushing 980

Green Belt 300

1716 47 882

STP 2645

Treated Water 2513

1280

Sewer 1233


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4.0 Wastewater Management

The wastewater characteristics before and after treatment are given in the Table 6. The

treated water will be used for flushing and greenbelt; excess will be discharged in sewer

or in recharge pit.

Table 6

Wastewater Characteristics

S. No Parameter Unit Raw Sewage Treated Sewage

1. pH -- 6.5 - 8.5 7.5 – 8.5

2. Suspended Solids mg/L 150 - 300 20

3. BOD mg/L 250 - 300 20

4. COD mg/L 400 - 600 100

5. Oil & Grease mg/L <10 <10

a) Prediction of Impacts on Water Environment

Impacts on water environment in the project impact zone would be classified into 2

groups viz. the surface water impacts and groundwater impacts. The water required will

be met from Bore wells and Karnataka Urban Water Supply & Drainage Board (KUWSDB)

and entire wastewater will be treated and partly used for flushing and greenbelt, the

remaining is discharged into sewer or recharge pit, hence the impacts on nearby surface

water will not be envisaged.

b) Storm Water Management

Based on the rainfall intensity of the plant area, storm water drainage system will be

designed. Storm water drainage system consists of well-designed network of open

surface drains and rainwater harvesting pits at regular intervals along the drains so that

all the storm water is efficiently drained off without any water logging.


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5.1 STP Design

The design of a sewage treatment work will be dependent on the quality and quantity of

the waste to be treated. The following are some of the important characteristics of

domestic sewage:

Organic Matter

Organic matter is the most important polluting constituent of sewage in respect of its

effects on receiving water bodies. It is mainly composed of proteins, carbohydrates and

fats. Organic matter is commonly measured in terms of BOD and COD. If untreated

sewage is discharged into natural water bodies, biological stabilization of organic matter

leads to depletion of oxygen in water bodies.

Nitrogen & Phosphorus:

Nitrogen and phosphorus are also very important polluting constituents of sewage

because of their role in algal growth and eutrophication of water bodies. Nitrogen is

present in fresh domestic sewage in the form of proteinaceous matter urea (i.e. organic

nitrogen). Its decomposition by bacteria readily changes it into ammonia. In aerobic

environments ammonia nitrogen is oxidized into nitrites and nitrates. Nitrates can be

used by algae to form plant proteins. Nitrogen is commonly measured as TKN (organic +

ammonical) as sewage characteristics. Nitrate and nitrite forms of nitrogen are also

measured when quality of receiving/affected water (streams, underground water) is

monitored.

Phosphorus is usually present in orthophosphate, polyphosphate and organic phosphate

forms. Organically bound phosphorus is of little importance in domestic sewage

whereas polyphosphate forms undergo hydrolysis to revert into the orthophosphate

forms, although this conversion is quite slow.

Suspended Solids:

Suspended solids represent that fraction of total solids in any wastewater that can be

settled gravitationally. Suspended solids can further be classified into organic (volatile)

and inorganic (fixed) fractions. Organic matter is present in the form of either settleable

form or non-settleable (dissolved or colloidal) form. If the organic fraction of suspended

solids present in sewage is discharged untreated into streams, it leads to sludge deposits

and subsequently to anaerobic conditions.


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Dissolved Oxygen:

Dissolved oxygen, as such, does not have any significance as a sewage characteristic.

However, it is the most important pollution assessment parameter of the receiving

water bodies. Stabilization of organic matter, when discharged untreated or partially

treated in receiving waters, leads to depletion of their dissolved oxygen. Nutrients

(nitrogen and phosphorus) addition due to discharge of untreated or treated sewage

may lead to algal growth in streams. During day time, algae undergo photosynthesis

process and the oxygen released by this process is much more than their respiration

requirements resulting in a net addition of dissolved oxygen to water. However, during

night time photosynthesis process is stopped whereas respiration requirement

continues. This leads to depletion of dissolved oxygen in waters. Thus, it is observed that

all the polluting constituents of sewage explained above have their direct or indirect

effect on dissolved oxygen of receiving waters.

Bacterial Parameter (Fecal Coli form):

Although organic matter, in dissolved as well as suspended form, is the most important

parameter of sewage as far as ecology of receiving water bodies is concerned, Bacterial

parameters, such as Fecal Coli form (FC), which serve as indicators of fecal pollution are

also very important when human health is the prime concern. Sewage is discharged

either into a water body, which is used for various purposes such as source of drinking

water supply and bathing or discharged on land for irrigation, where human beings

come in contact with it. Population consuming water from such sources which receive

sewage discharges and persons involved in agricultural activities where sewage is

applied become vulnerable to infection from pathogenic organisms (mainly bacteria and

viruses) which are discharged by human beings who are infected with disease or who

are carriers of a particular disease. Thus, to check quality of receiving waters for various

uses and to assess acceptability of degree of treatment given to sewage, assessment of

bacterial quality also becomes important. Because specific identification of pathogenic

bacteria is extremely difficult, the coli form group of organisms is used as an indicator of

the presence in wastewater of pathogenic organisms. Coli form bacteria are found in

intestinal tract of human beings. Each person discharges about 100 to 400 billion coli

form bacteria per day. Presence of coli form organisms is taken as an indication of

presence of pathogenic organisms and absence of coli form organism is taken as an

indication that water is free from disease producing organisms.

A detailed study on the sewage from various sources of study area is to be carried out

and hence average characteristics of raw sewage can be obtained to design the

treatment system.


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5.2 Design Parameters

a) Sewage Treatment Plant design report for 3 MLD

1. Preface :

Karnataka Housing Board has undertaken the development of a housing project at Hire

Malligvad, Chik Malligvad, Kelgeri & Mommigatti Villages of Dharwad Taluk and District,

Karnataka. The housing project comprises of about 4238 residence with a population of

about 21190.

To treat the domestic sewage produced by the layout it is proposed to provide STP of

3000 KLD (3 MLD) capacity considering of contours of land terrain.

2. Sources Of Sewage Generation & Characteristics :

Total number of Plots & Houses: 4238, Population @ 5 each = 21190

Total Population = 22934 Say 23000 (including commercial)

Considering the Commercial population of 1 person /10 sq. m @ 1744

Total Water requirement = 2939000 (5015 X 135 LPD, 100 X 15 LPD, 742 X 45 LPD)

= 2939.00 cum/day

Assuming 90% of the water consumed, coming out as wastewater,

Average wastewater flow = 2645 m3/day.

The total sewage generated = 2645 m3/day say 3 MLD

Sewerage treatment Plant (STP) of 3 MLD capacity of Sequential Batch Reaction (SBR)

system, to suffice for the population of @ 22934

The entire quantity of sewage of 3000 KLD is produced by domestic uses like toilets,

bath rooms and kitchen. The sewage produced is collected through UGD system and

conveyed to the STP.

The main characteristic of the sewage are moderate BOD, small quantity of oil and SS.


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3. Treatment Scheme :

Sequential Batch Reactor Process on extended aeration principle with sludge recycle is

proposed to be adopted. The treatment process is as represented in the chart given

below.

4. Treatment Method :

The sewage generated from the colony is conveyed to the treatment plant through UGD

system and collected in a hold up tank/ pre-equalization tank. Almost 75% of the

sewage is generated during the peak hours in the morning and evening only and during

Incoming raw sewage (300 BOD)

Bar Screen

Grit Chamber Grit collection

Hold up tank/wet well

SBR Tank (diffused aeration)

Return sludge Clarifier Excess Sludge to Filter Press

Pressure sand filter

Polishing pond/post equilisation

Disposal for Irrigation / Gardening


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the rest of the day the flow will be minimum. Hence, the holdup tank of 50% of the total

daily flow is proposed from where, the liquid is pumped to the SBR tank for biological

treatment.

The raw effluent contains rags, grit etc which need to be separated in a grit chamber

fitted with bar screens for the removal of rags. The sewage free of grit & sand and rags

is pumped to the SBR tank.

In the SBR tank both aeration and sludge settling take place alternately at different

intervals in the same tank. Aeration is carried out with diffused aeration system with

fine bubble tube diffusers. Required quantity of air is supplied by roots blowers. One

standby roots blower is also provided to take care of break down condition. After

diffused aeration for a fixed period of time, the blower is shut off for allowing the sludge

to settle. The settled sludge is taken to a sludge sump from where; part of it is pumped

back into the SBR to maintain an MLSS level of 2000 mg/ lit and excess sludge is sent to

filter press for dewatering.

The clarified water is removed from the upper zone of SBR tank and stored in an

intermediate storage tank from where it is pumped to pressure sand filter. The lower

zone acts as sludge zone during settling process.

Aeration is carried our continuously allowing 2 hours settling time at every 4 hours

aeration. During settling time, the aeration is shut off.

MLSS concentration of 2000 mg/lit is maintained in the SBR tank.

5. Design Parameters:

5.1 Effluent characteristics:

The characteristics of the untreated combined effluents adopted for the designs are as

below

i. PH Value : 6-8

ii. S.S : 100 mg/lit

iii. BOD : 300 mg/lit

iv. COD : 500 mg/lit

v. Oil & grease : traces mg/lit


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5.2 Treated Effluent Quality:

i. PH Value : 5.5 to 9

ii. BOD : < 100 mg/lit (irrigation standards)

iii. COD : < 250 mg/lit

iv. S.S : < 100 mg/lit

v. Oil & grease : < 10 mg/lit

6. Designs :

Flow per day = 3000 cum = 125 cum / hr

6.1 Grit Chamber and bar screen:

Proposed size L = 5.4m, B = 1.00 m, H= 1.00 m

The chamber is fitted with one coarse screen and one fine screen.

6.2 Pre-Equalizing cum-Hold up tank:

The major portion of the daily sewage is produced during the peak periods in the

morning and evening only. The capacity of the holdup tank shall be enough to store the

peak flow for at least 3 hours.

Average hourly flow = 125 cum

Peak flow factor considered = 3

Therefore, peak flow = 3 x 125 = 375 cum

Detention Time = 4 hours

Therefore tank size = 375 x 4 =1500 cum

Liquid depth proposed = 5 m

Area of Tank = 1500/5 = 300 Sq.m

Provide a circular tank of dia 19.6 m X 5.0 (SWD) (volume provided 1507.8 cum). In

order to prevent setting up of anaerobic condition, thereby odour problem, air agitation

is provided with coarse bubble tube diffusers.

From this tank, the liquid is pumped the SBR tank for further treatment.


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6.3 Sequential Batch Reaction Tank

Diffused aeration system:

Q = 3000 cum/day

BOD = 300 mg/lit

MLSS = 2000 mg/lit

F/M = 0.25

BOD of the incoming Effluent = 300 mg/lit

BOD load per day = 3000 x 300 x 10 –3 = 900 kg

V = BOD X Flow / (0.25 X Biomass) Where V is volume of aeration tank

. . . V = 1800 cum

Hence to provide tank size of adequate area with minimum liquid depth as required for

treatment and with reference to the land proposed.

Air blower

Total BOD per day = 900 kg

Oxygen requirement at 2 kg / kg of BOD =900 x 2 = 1800 kgs/ day

In a 24 hours cycle, there will be 4.5 cycles of aeration of 4 hours each (total 18 hours of

aeration in a day)

Therefore, Oxygen requirement per hour = 1800 / 18 = 100 kg/hr

Air contains approximately 0.25 kg/ of Oxygen per cum of air.

Therefore, theoretical air volume required = 100/0.25 = 400 cum/hr

Considering oxygen transfer efficiency of aeration system at 25%, actual air requirement

= 400/0.25 = 1600 cum/hr

Provide 1- no-roots blower of capacity 1600 cum/hr @ 0.5 MWC, with an additional

standby unit.

Number of diffusers:

80mm x 1000mm fine bubble tube diffusers are proposed with air discharge capacity of

10 cum/Hr.


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The clarified water is removed from the top zone with a clarifying arrangement. The off

and on arrangement of aeration system operates on electrical level control

arrangements.

Clarifier:

To separate sludge a clarifier is proposed:

Dimensions of clarifier 7m Dia x 3m SWD

Sludge collecting arrangement:

The SBR tank also acts as sludge settling clarifier.

Settling time provided = 2 hours.

. . . Settling volume = 125 x 2 = 250 cum

To provide a settling depth as per the standard norms

Accordingly the depth of SBR tank is to be provided

Therefore, total depth of SBR = design depth of SBR + settling depth

The settled sludge is removed from the bottom.

The bottom of the tank is to be provided with slope with sludge flow gutters. The sludge

flows into the sludge collection sump by gravity and due to water pressure of the

aeration tank to sludge collection for removal.

6.4 Clarified intermediate water storage tank:

To provide adequate capacity tank which shall include 1day standby volume

Pump size = 125 cum x 35 m head.

6.5 Secondary Sludge collection/digester pit:

To provide a sludge collection pit/digester sump of adequate size and depth with sludge

transfer pump (1+1) of capacity 5 cum/hr x 10 m head for transferring the sludge to SBR

tank.

Air agitation is provided in this sump also to maintain oxygen level to microorganisms.

Excess sludge is pumped to filter press for dewatering.


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6.6 Treated water storage tank/post equilisation tank

Considering the Detention Period of 16 hours as per the norms and specification the To

provide the tank of adequate size and the additional capacity to be provided to

accommodate sudden overflows.

6.7 Sludge drying arrangement:

Provide a plate and frame type filter press. Sludge cakes are removed at regular

intervals. The water from the filter press is joined for polishing to post equalization

pond.

6.8 Pressure sand filter

Flow per hour = 125 cum

Filtering rate = 10 cum/hr

Area of filter = 125/10 = 13 Sq.m

Provide 2m dia filter with multigrade sand filter media, with back washing

arrangements.

6.9 Chlorination:

The treated effluent is chlorinated at an average dose of 2 ppm for disinfection, through

a gas chlorinator.

7 Control room:

It is proposed to construct a control room to accommodate the equipments which are

needed to be installed in the shed area as well the electrical control panel board and

other ancillary units of STP

8 DISPOSAL:

(a) The treated effluent is used for irrigation & horticulture and gardening.

(b) The dried sludge cakes are disposed off as manure.


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c) Rain Water Harvesting System

Project Management will properly utilize the rainwater by adopting appropriate rain

water-harvesting mechanism. Rainwater harvesting is done by the construction of

harvesting pits all along the storm water drainage network at a definite pitch. Necessary

expert advice will be obtained in this regard. Artificial recharge measures like rain

water-harvesting helps in reducing the urban run-off, decrease pollution of ground

water and improve the ground water table, which augments the yields of, bore wells.

The rain water collected over the storm water drains will be diverted to rain water

harvesting pit.

6.0 Solid Waste Management

The solid waste generated during construction phase will be segregated into domestic

waste and rubble / construction waste. The domestic waste will be daily disposed off to

the municipal bins / dump area, while construction waste will be sold to the contractors

for low lying areas land filling while recyclable material will be sold to registered

recyclers.

As the proposed project is a construction project, the nature of solid waste will be in

from dry and processed food packets, raw vegetable waste, food remain ants, twigs, dry

leaves, flowers, office stationery in origin, which includes paper, cardboard, packets,

files, plastic bags, files, e-waste in form of computers, etc. Apart from this, solid waste

from canteen and litter from the green belt are the main constituents of the solid waste.

They contain peels, empty nuts, water bottles, cans, etc. All the bio-degradable waste

will be segregated and disposed off scientifically. Re-cycle able waste will be sold to

authorized recyclers. The e-waste will be given to authorized dealers.

The STP Sludge from the Sewage Treatment Plant would be transferred to filter press

and sludge digester. This sludge is used as manure with in the premises. The details of

the solid waste generated from the proposed project are given in Table 7

Table 7

Solid Waste Details

S. No Details Population Solid waste Generation

(Kg/ capita/day) Total Solid

waste (Kg/day)

1 Domestic solid waste (Residential)

21190 0.6 12714

2 Commercial 1744 0.2 349

Total 13063


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Hazardous Waste

DG set Oil Sludge 25 lts/annum

30 lts /annum

Given to recyclers

STP Sludge 214 kgs/day Used as manure for greenbelt development

Sludge Generation

Sludge generation = Q X BODIN – BODOUT

______________________________ X 0.3 Kgs/day 1000

= 2645 X 300 – 30 X 0.3

1000

= 214 Kgs/day

Documents

PROPOSED FORMATION OF COMPOSITE …environmentclearance.nic.in/writereaddata/FormB/TOR/PFR/07_Dec...Proposed Formation of Composite Housing Scheme in lands at Hire Malligvad, ... PROPOSED