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ANNEXURE I

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ANNEXURE II

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ANNEXURE III

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ANNEXURE IVa

PRODUCT INFORMATION ORE FLOTATION REAGENT

(ALUMINA AND SILICA COLLECTOR) PRODUCT INFORMATION

SOKEM 524C SOKEM-524C finds principle use in low grade Barite processing Industries. The reagent separates silica and alumina from the Barite minerals by "Reverse Flotation Process". SOKEM-524C is a vegetable base, colourless, odourless, and harmless on skin and non-corrosive on metals. Also it is Bio-degradable and Eco-friendly. PHYSICAL AND CHEMICAL PROPERTIES: APPEARANCE : CLEAR TO YELLOW LIQUID

pH : 7.0 to 9.0 WATER SOLUBILITY : FREELY SOLUBLE IN WATER DENSITY : 0.93 g / cm3 (Approx.) VISCOSITY : 90 to 100 cSt REACTIVITY : STABLE

APPLICATION : Extensively used in Column, Mechanical and Conventional Flotation Systems in low grade Barite processing industries. OTHER GRADES : We develop Tailor made products as per customer requirements.

SOMU ORGANO-CHEM PVT. LTD. “ Somu Centre ”, 29th Main, 1st Phase, 2nd Stage, BTM Layout, Bangalore - 560 076. KARNATAKA STATE, INDIA. Phone : +91-80-26780855, 26783595, 26783596, 26783728, 26784291 Fax : +91-80-26783729 E-mail : info@somugroup.com, Website : www.somugroup.com For your protection: The information and recommendations in this publication are to the best of our knowledge reliable. However, nothing herein is to be construed as a warranty or representation. Users should make their own tests to determine the applicability of such information or the suitability of any products for their own particular Purpose. Statements concerning the use of the products described herein are not to be construed as recommending the infringement of any patent and no liability for infringement arising out of any such use is assumed.

SOMU ORGANO-CHEM PVT LTD., “SOMU CENTRE”, 29TH MAIN, 1ST PHASE, 2ND STAGE, B.T.M. LAYOUT,

BANGALORE – 560 076, KARNATAKA, INDIA PH: 91- 80-26780855, 26783595, 26783596 FAX: 91-80-26783729 MAIL:

sshivakumar@somugroup.com PRODUCT NAME: SOKEM 524C – ORE FLOTATION REAGENT

MATERIAL SAFETY DATA SHEET

SECTION 1. CHEMICAL IDENTIFICATION: NAME : FORMULATED CATIONIC COLLECTOR BRAND NAME: SOKEM 524C

SECTION 2 – COMPOSITION / INFORMATION ON INGREDIENTS :

CATIONIC COLLECTION AGENT

FROTHING AGENT

SOLVENT

WATER

SECTION 3. HAZARDS IDENTIFICATION:

LABEL PRECAUTIONARY STATEMENTS CORROSIVE CAUSES BURNS HARMFUL BY INHALATION, IN CONTACT WITH SKIN AND IF SWALLOWED. IN CASE OF ACCIDENT OR IF YOU FEEL UNWELL, SEEK MEDICAL ADVICE IMMEDIATELY (SHOW THE LABEL WHERE POSSIBLE). IN CASE OF CONTACT WITH EYES, RINSE IMMEDIATELY WITH PLENTY OF WATER SEEKS MEDICAL ADVICE. TAKE OFF IMMEDIATELY ALL CONTAMINATED CLOTHING. WEAR SUITABLE PROTECTIVE CLOTHING, GLOVES AND EYE/FACE PROTECTION. SECTION 4. FIRST AID MEASURES: IN CASE OF CONTACT, IMMEDIATELY FLUSH EYES OR SKIN WITH COPIOUS AMOUNTS OF WATER FOR AT LEAST 15 MINUTES WHILE REMOVING CONTAMINATED CLOTHING AND SHOES. ASSURE ADEQUATE FLUSHING OF THE EYES BY SEPARATING THE EYELIDS WITH FINGERS. IF INHALED, REMOVE TO FRESH AIR. IF NOT BREATHING GIVE ARTIFICIAL RESPIRATION. IF BREATHING IS DIFFICULT, GIVE OXYGEN. IF SWALLOWED, WASH OUT MOUTH WITH WATER PROVIDED PERSON IS CONSCIOUS. CALL A PHYSICIAN. WASH CONTAMINATED CLOTHING BEFORE REUSE.

PRODUCT NAME : SOKEM 524C – ORE FLOTATION REAGENT MATERIAL SAFETY DATA SHEET

------------------------------------------------------------------------------------------------------------------------------ SECTION 5. FIRE FIGHTING MEASURES: CARBON DIOXIDE. DRY CHEMICAL POWDER. WATER SPRAY. SPECIAL FIREFIGHTING PROCEDURES WEAR SELF-CONTAINED BREATHING APPARATUS AND PROTECTIVE CLOTHING TO PREVENT CONTACT WITH SKIN AND EYES.UNUSUAL FIRE AND EXPLOSIONS HAZARDS EMITS TOXIC FUMES UNDER FIRE CONDITIONS.

SECTION 6. ACCIDENTAL RELEASE MEASURES: EVACUATE AREA WEAR SELF-CONTAINED BREATHING APPARATUS, RUBBER BOOTS AND HEAVY RUBBER GLOVES. SWEEP UP, PLACE IN A BAG AND HOLD FOR WASTE DISPOSAL. AVOID RAISING DUST. VENTILATE AREA AND WASH SPILL SITE AFTER MATERIAL PICKUP IS COMPLETE.

SECTION 7. HANDLING AND STORAGE: WEAR APPROPRIATE NIOSH/MSHA – APPROVED RESPIRATOR, CHEMICAL – RESISTANT GLOVES, SAFETY GOGGLES, OTHER PROTECTIVE CLOTHING. (TOXIC, CORROSIVE). KEEP TIGHTLY CLOSED.

SECTION 8. EXPOSURE CONTROLS/PERSONAL PROTECTION: WEAR APPROPRIATE NIOSH/MSHA - APPROVED RESPIRATOR, CHEMICAL-RESISTANT USE GLOVES, SAFETY GOGGLES, OTHER PROTECTIVE CLOTHING. USE ONLY IN A CHEMICAL FUME HOOD. SAFETY SHOWER AND EYE BATH. FACESHIELD ( 8 - INCH MINIMUM ) DO NOT BREATHE DUST. DO NOT GET IN EYES, ON SKIN, ON CLOTHING. AVOID PROLONGED OR REPEATED EXPOSURE. WASH THOROUGHLY AFTER HANDLING. TOXIC. CORROSIVE. KEEP TIGHTLY CLOSED. STORE IN A COOL DRY PLACE.

SECTION 9. PHYSICAL AND CHEMICAL PROPERTIES: APPEARANCE : CLEAR TO YELLOW LIQUID pH : 7.0 to 9.0 WATER SOLUBILITY : FREELY SOLUBLE IN WATER DENSITY : 0.93 g / cm3 (Approx.) VISCOSITY : 90 to 100 cSt REACTIVITY : STABLE

PRODUCT NAME : SOKEM 524C – ORE FLOTATION REAGENT MATERIAL SAFETY DATA SHEET

----------------------------------------------------------------------------------------------- SECTION 10. STABILITY AND REACTIVITY: INCOMPATIBILITIES STRONG OXIDIZING AGENTS HAZARDOUS COMBUSTION OF DECOMPOSITION PRODUCTS CARBON MONOXIDE, CARBON DIOXIDE NITROGEN OXIDES HYDROGEN CHLORIDE GAS. SECTION 11. TOXICOLOGICAL INFORMATION: ACUTE EFFECTS HARMFUL IF SWALLOWED, INHALED, OR ABSORBED THROUGH SKIN. MATERIAL IS EXTREMELY DESTRUCTIVE TO TISSUE OF THE MUCOS MEMBRANES AND UPPER RESPIRATORY TRACT, EYES AND SKIN. SYMPTOMS OF EXPOSURE MAY INCLUDE BURNING SENSATION, COUGHING, WHEEZING, LARYNGITIS, SHORT NESS OF BREATH, HEADACHE, NAUSEA AND VOMITING. INHALATION MAY RESULT IN SPASM, INFLAMMATION AND EDEMA OF THE LARYNX AND BRONCHI, CHEMICAL PNEUMONITIS AND PULMONARY EDEMA. TO THE BEST OF OUR KONWLEDGE, THE CHEMICAL, PHYSICAL, AND TOXICOLOGICAL PROPERTIES HAVE NOT BEEN THOROUGHLY INVESTIGATED. SECTION 12. ECOLOGICAL INFORMATIONS: DEGRADABILITY: THE PRODUCT IS BIODEGRADABLE SECTION 13. DISPOSAL CONSIDERATIONS: DISSOLVE OR MIX THE MATERIAL WITH A COMBUSTIBLE SOLVENT AND BURN IN A CHEMICAL INCINERATOR EQUIPPED WITH AN AFTERBURNER AND SCRUBBER. OBSERVE ALL FEDERAL, STATE AND LOCAL ENVIRONMENTAL REGULATIONS. SECTION 14. TRANSPORT INFORMATION: UN No : 2922 Hazardous Class : 8 Packing Class : III SECTION 15. REGULATORY INFORMATION: CAUTION : SUBSTANCE NOT YET FULLY TESTED. CORROSIVE CAUSES BURNS. HARMFUL BY INHALATION, IN CONTACT WITH SKIN AND IF SWALLOWED. IN CASE OF ACCIDENT OR IF YOU FEEL UNWELL, SEEK MEDICAL ADVICE IMMEDIATELY (SHOW THE LABEL WHERE POSSIBLE). IN CASE OF CONTACT WITH EYES, RINSE IMMEIDATELY WITH PLENTY OF WATER AND SEEK MEDICAL ADVICE. TAKE OFF IMMEDIATELY ALL CONTAMINATED CLOTHING. WEAR SUITABLE PROCTIVE CLOTHING, GLOVES AND EYE/FACE PROTECTION.

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ANNEXURE V

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ANNEXURE VIa

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ANNEXURE VIb

Name No. of Households

Total Population

Total

Male

Total Fema

le

SC Population

ST Population

Total Literates

Total Illiterates

Total Workers

Main

Workers

Cultivators

Agriculture

Labours

Others

Marginal Workers

Marginal

Cultivators

Marginal Agriculture

Labours

Total Non-

Workers

Sirupulalpettai

1104 4346 223

0 2116 828 226 2891 1455 1931 1407 283 403 686 524 73 155 2415

Peddikuppam (CT)

2100 8044 408

1 3963 769 12 6023 2021 2835 2689 63 278 2282 146 1 11 5209

Manali (M)

9331 3524

8 17911

17337

8224

32 2626

8 8980

12745

11494

25 49 11293 1251 12 12 22503

Getnamallee

383 1465 712 753 3 0 884 581 813 533 198 277 56 280 10 147 652

Puliyur 824 2996 148

7 1509 531 0 2070 926 1628 479 67 72 324 1149 29 612 1368

Palavakkam

219 800 418 382 544 30 477 323 404 238 16 111 109 166 1 156 396

Gummidipoondi

50144 1905

41 95799

94742

49849

5100 1214

10 6913

1 8541

0 6542

2 739

6 22967 33679

19988

1391 11901 105131

Elavur 1452 5390 278

8 2602 661 116 2822 2568 2599 2110 556 808 730 489 21 405 2791

Melpakkam

140 518 259 259 176 0 377 141 246 64 10 3 50 182 21 16 272

Agaram 130 448 228 220 96 0 223 225 239 107 3 67 35 132 0 73 209 Periyapalayam

1895 7311 362

1 3690

3032

38 5278 2033 2444 2368 74 661 1569 76 5 17 4867

Total 67722 2571

07 129534

127573

64713

5554 1687

23 8838

4 1112

94 8691

1 869

1 25696 50813

24383

1564 13505 145813

AIR QUALITY MODELING

AIR QUALITY MODELING

An attempt has been done to assess the impact of air quality due to operation of DG sets

within the site. The impact on ambient air quality has been assessed by considering the

following steps.

The prevailing baseline environmental conditions established at the site and its

study area of 10-km radius around the site, during the study period has been

deployed for assessing the air quality;

Site-specific meteorological data which was recorded hourly, over three months has

been used for the dispersion modeling; and

Emissions from the proposed DG stacks have been considered for the modeling

simulations on the prediction of air quality during the operation phase of the

project.

Short term 24 hourly ground level concentrations (GLCs) have been computed as per

the CPCB Guidelines for air quality modeling. The GLCs are estimated by using the site-

specific meteorological data and the characteristics of the proposed stacks in the

project.

DETAILS OF MATHEMATICAL MODELING

Prediction of impacts on air environment has been carried out by employing a

mathematical model. In the present case, Industrial Source Complex Short-Term

(ISCST3) dispersion model based on steady state gaussian plume dispersion, designed

for multiple point sources for short term has been used for predicting the ground level

concentrations. The computations deal with major pollutants like Particulate Matter,

Sulphur dioxide and Nitrogen dioxide.

MODEL OPTIONS USED FOR COMPUTATIONS

The options used for short-term computations are:

The plume rise is estimated by Briggs formulae, but the final rise is always limited to

that of the mixing layer;

Stack tip down wash is not considered;

AIR QUALITY MODELING

Buoyancy induced dispersion is used to describe the increasing plume dispersion

during the ascension phase;

Calms processing routine is used by default;

Wind profile exponents are used by default, ‘Irwin’;

Flat terrain is used for computations;

It is assumed that the pollutants do not undergo any physicochemical

transformations and that there is no pollutant removal by dry deposition;

Washout by rain is not considered; and

Cartesian co-ordinate system has been used for computations.

METEOROLOGICAL INPUT DATA TO THE MODEL

The hourly meteorological data recorded at site is converted to the mean hourly

meteorological data as specified by CPCB and the same has been used in the mode. In

absence of site specific mixing depths, mixing depths published in “Spatial Distribution of

hourly Mixing Depths over Indian Region” by Mr. R.N. Gupta and recommended by CPCB

have been used.

MODEL INPUT DATA

The main pollutants from the proposed expansion project will be Particulate Matter

(PM), Sulphur dioxide (SO2) and Nitrogen dioxide (NO2). The pollutants are dispersed

adequately by providing suitable stack heights. The Particulate Matter (PM) emission

considered for the modeling is 150 mg/Nm3. Sulphur Dioxide (SO2) emission is

calculated based on sulphur content of diesel to be used & its hourly requirement to

operated DG set. Nitrogen dioxide (NO2) emission considered for the modeling is 200

mg/Nm3.

The details of expected stack emissions from the proposed expansion units are given in

the below Table 1.

AIR QUALITY MODELING

TABLE - 1 : DETAILS OF STACK EMISSIONS FROM THE PROJECT SITE

S.

No. Stack Attached

to

Stack Height

(m)

Stack Diameter

(m)

Velocity (m/s)

Temp (oC)

Emission Rate (g/sec)

PM SO2 NO2 1 DG Set – 250 KVA 10.7 0.125 14.0 160 0.018 0.188 0.024

2 DG Set - 250 KVA 10.7 0.125 14.0 160 0.018 0.188 0.024

PRESENTATION OF RESULTS

In the present case model simulations have been carried out for summer season. For the

short-term simulations, the concentrations were estimated around 1200 receptor

points chosen to obtain an optimum description of variations in concentrations over the

site in 10-km radius covering 16 directions.

The predicted incremental ground levels concentration for PM, SO2 and NO2 are given in

the Table-2.

TABLE - 2: SHORT TERM MAXIMUM INCREMENTAL CONCENTRATIONS

Parameters Concentration

(µg/m3)

Distance

(km)

Direction

PM 0.08 1.0 N

SO2 0.19 1.0 N

NO2 0.10 1.0 N

Comments on Predicted Concentrations

A perusal of Table-2 reveals that the maximum incremental short term 24 hourly ground

level concentrations for PM, SO2 and NO2 likely to be encountered during summer season

are 0.08-g/m3, 0.19-g/m3 and 0.10-g/m3 respectively occurring at a distance of about

1.1 km in the North direction.

AIR QUALITY MODELING

RESULTANT CONCENTRATIONS AFTER IMPLEMENTATION OF THE EXPANSION

PROJECT

Cumulative impact on baseline ambient air quality, after the implementation of the

proposed expansion has been arrived by superimposing the present baseline maximum

air quality levels of each pollutant. The resultant ambient air quality after

implementation of the proposed plant is given in Table-3.

TABLE - 3 : RESULTANT CONCENTRATIONS AFTER PLANT EXPANSION

S. No.

Pollutant Concentration (g/m3)

NAAQS Limits Baseline Incremental Resultant

1 Particulate Matter 62.0 0.08 62.08 100

2 Sulphur Dioxide 7.7 0.19 1.89 80

3 Nitrogen Dioxide 14.2 0.10 14.3 80

The predictions indicate that the PM, SO2 and NO2 concentrations are likely to be well

within the prescribed limit for residential and rural zone even after proposed machineries

comes into operation.

2.2 DEVELOPMENT OF RAIN WATER MANAGEMENT SYSTEM:

It is important to focus on harvesting of rain water in the site. To plan a proper harvesting

system, the following steps have been followed:

PART 1 – SOURCE DETERMINATION

Location Rain fall quantum and seasonal variations. This is the INPUT to the management system and the average rainfallvalue for one year has been taken as the basis of calculation of the quantum

PART 2 – CATCHMENT AREA CLASSIFICATION

This rain falls in the site in THREE division of surfaces i.e. receivers. Roof top rain water will be relatively clean and in fact, would be fit forusage replacing raw water. Hard surface rain water i.e. pavements, roads etc., will carry levels ofdebris, floatables, dirt and suspended matter and would require filtration before any type of harvesting is done – recharging or re-using. Soft surface rain water i.e. landscape area, grass, plant and tree areawill be difficult to contain and treat and store as it will carry huge amount of suspended matter, its flow patterns will not be linear and this will also be characterized by “puddles” and “intermediate blockage points” in addition to being directly percolating to immediate sub surface.

PART 3 – GEOLOGY OF SITE

Geology plays a critical role. The sub surface lithology and hydro geology has to be studied to understand the following: Sub surface lithology Primary aquifer and the sub strata above it (vacuum space during dryperiod) Existing hydro geology of the site Existing water exploitation points at the site Quantum of water exploited and its nature Deep sub strata and the possibility of artificial recharging through tubewells

Conclusion All the parts have now got to be integrated into one central plan covering: Rain water quantification and catchment area calculations Hydro geology and rain water harvesting system

3. SOURCE DETERMINATION

3.1 Location:

Oren Hydrocarbons Pvt Ltd (OHPL) a leading manufacturer and supplier of drilling fluids to

global hydrocarbon industries, proposes to install a beneficiation plant to produce high grade

barite from mine waste grade. The proposed project is located at survey No. 377 / 1A

,378 / 1 , 383 / 1A ,1B , 1C , 1D1 ,1E ,1F,1G1 ,384 / 1A at Getnamallee village,

Gumidipoondi Taluk, Thiruvallur district, Tamilnadu. The proposed unit will have a

throughput capacity of 96900 TPA of low grade barite ore. Oren will buy the low grade

barite ores from Andhra Pradesh Mineral Development Corporation (APMDC). The low grade

barite having Specific gravity 3.5 - 3.9 will be beneficiated and marketed to Oil companies in

India and Overseas. The present study is to assess the hydrogeology of the study area, sub

surface lithology and to arrive at a comprehensive rainwater harvesting system for the

complex.

3.2 Groundwater conditions:

3.2.1 Geology

Geologically the area falls in the sedimentary terrain comprising of recent alluvium of fluvial

origin. The top soil is sandy loam in texture and light brown in colour is under lain by alluvial

formation comprising of sand silt and clay of varying proportion and thickness. This in turn is

underlain by the Upper Gondwana group of formations comprising of silt stone and

sandsone with clay and shale as intercalations. The formation tends to become more

towards clay and shale in the deeper horizons.

3.2.2 Hydrogeology

Groundwater occurs under water table conditions. The sand, silt, sandstone and to some

extent the clayey sand act as major water bearing formation in the area. The depth to water

table as observed in the existing open well in the site is at around 5m below ground level.

Shallow open dug well and bore well are the common groundwater extraction structures in

the area. In general the quality of water in the shallow open well zone is moderate. The

deeper zones are rich in iron content due to the presence of clay and shale formations. The

area gets recharged through precipitation.

4. RAINWATER HARVESTING DATA:

In order to estimate the rainwater harvesting potential, the average annual rainfall of

Chennai city is considered i.e., 1280 mm. The total rainwater harvesting potential is

estimated as product of area, run off coefficient and average annual rainfall. After allowing

loses due to evaporation and adsorption and absorption, the effective rainwater harvesting

potential is estimated as 80% of the total rainwater harvesting potential; the estimates

made for the site is presented in the following Table 1:

Table 1: Total Rainwater Available

Total Surface area 1,44,325.92 sq.m

Average annual rainfall 1.280 m

Total Rainwater Harvesting potential 1,08,472.533 cu.m

Effective rainwater harvesting potential 86778.02 cu.m

The total rainwater harvesting potential in the site is 86778.02 cu.m per annum.

Table 2: Normalized statistical data showing month wise distribution of rainfall of year

2013:

MONTH NO.OF

RAINY

DAYS

RAINFALL

IN mm

TEMPERATURE

MAX-MIN(oC)

MEAN WIND

SPEED

(KMPH)

HUMIDITY

(%)

January 1.4 23.6 30.3-18.1 9 85

February 0.6 6.8 32.7-18.3 9.2 80

March 0.7 15.1 35.1-20.0 10.2 77

April 1.2 24.7 38.0-23.0 10.5 72

May 1.5 51.7 41.2-24.6 13 65

June 4 52.6 40.3-23.9 16.4 56

July 6.6 83.5 37.8-23.2 14.6 65

August 8.4 123.3 37.1-22.7 13.6 69

September 7.3 118 36.3-22.8 11.1 73

October 10 267 35.1-21.9 9.2 81

November 9 307.7 31.9-19.5 11.7 83

December 5.1 139.1 29.7-18.4 12.6 84

Annual 1213.3 41.5-17.3 11.8 74

Figure 2: Ballpark Monthly Rainfall Details of Chennai

Average rainfall is assumed at 1213mm I.E. 1.21 Mt

5. PROPOSED RAINWATER HARVESTING SYSTEM IN BRIGADE METROPOLIS:

Based on the drawings, detailed calculations have been made to arrive at the area of

catchment under various categories.

Roof top area : Quality of the water is not affected mostly

Hard surface area : Quality of water is moderately affected

Soft surface area : Difficult to harvest due to puddles, blockage and high impurity

pickup

The table below lists the various receivers, the total catchment area of each receiver, the

co-efficient applied for each receiver and the amount of rain water that can be practically

taken up as the basis of design of suitable harvesting systems:

5.1 Rain water harvesting design

5.1.1 Rainfall Intensity- Duration- Frequency (IDF) Relationships

The total Storm rainfall depth at a point, for a given rainfall duration and AIR , is a function

of the local climate. Rainfall depths can be further processed and converted into rainfall

intensities (intensity = depth/duration), which are then presented in IDF curves. Such

curves are particularly useful in storm water drainage system design because many

computational procedures require rainfall input in the form of average rainfall intensity.

The three variables, frequency, intensity and duration, are all related to each other. The

data are normally presented as curves displaying two of the variables, such as intensity and

duration, for a range of frequencies. Fig. 3 shows the typical IDF curve. These curves shall

be developed by the IMD based on the automatically recorded rainfall data for a long period.

The IDF curve is then used for determining the design intensity of rainfall for the duration of

rainfall which is equal to the time of concentration. This design intensity of rainfall is used

for the computation of storm runoff.

The intensity of rainfall (i) so obtained from the curve is the rainfall intensity at the rain

gauge station within the catchment area, and is called the point rainfall intensity. In order to

make it effective for the entire catchment area, it is necessary to multiply it by a factor

called areal dispersion factor. The area dispersion factor decreases when the size of the

catchment area increases.In the absence of standard 1DF curves, the value of critical rainfall

intensity, i, can be determined in the following ways.The value of one hour rainfall of a

given frequency at a given place can be found from the chart or from the IMD record of rain

data. The value of one hour rainfall is multiplied by the areal distribution factor so as to

obtain i. The value i, is further multiplied by a factor as given below:

ic = i0

Where = time of concentration = 25 mins

ic = critical rainfall intensity, cm/ hr

i0 = rainfall intensity observed, cm/ hr = 2.2 cm/hr

There fore substituting the values ic = 0.16 cm/hr

Since the intensity of rainfall is inversely proportional to the duration of rainfall, an intensity

duration curve can be represented by a generalized equation of the form;

=

Where = rainfall intensity observed, cm/ hr

T= Time in minutes => 25 mins

a and b are constants

There fore = 100/(25+20) = 2.2 cm/hr

The values of a and b have been found out as 75 and 10 respectively for T varying between

5 to 20 minutes and as 100 and 20 respectively for T varying between 20 to 100 minutes.

Table 3: List of Receivers and its Rainfall Details

Kind of

receiver

Area

(Sq.Mts)

Average

annual

rainfall in m

Volume of

rain water

(m³/year)

Co

efficient

Volume of

rainwater for

effective utilization

m³/year)

Hard surface 40294.2 1.213 48876.87 0.70 34213.81

Soft surface 69429.20 1.213 84217.62 0.25 21054.41

Total 109723.4 133094.49 55268.22

Effective run off co efficient (q) = 4.0294 x 0.70 + 6.9429 x 0.25 4. 0294 + 6.9429

= 0.41

Run off (Q) in m3/hr = 10 C i A = 10 x 0.41 x 16 mm/hr x 10.972 hectars 3600

Q = 0.19 m3/sec

No. of percolation pits = 0.19/ 0.0038 m3/sec [Ref Pg.20 for Percolation

rate]

= Say 50 nos.

It is recommended to interconnect and divert the roof top down take pipes and take it to the

proposed sump through a filter chamber. The system is shown in the Figure - 1. This will

ensure direct storage and consumption of rainwater.

The surface run off in the paved and un - paved areas can be harvested and recharged into

the sub stratum through a series of recharge wells. The dimension of recharge wells should

be 1.2m in diameter and 3m in depth provided with RCC rings and covered with RCC slab

with man hole provision for inspection and maintenance. The run off from the strom water

drain can be checked and diverted to the recharge well through a desilting chamber to

arrest the silt and dust entering into the recharge well. The system is shown below

Figure – 4. Rainwater harvest System

Fig-4

Figure5: The diversion of runoff from storm water drain to proposed recharge well

Table 4: Soil Lithology details (from the Geo technical Investigation Report)

S.No. Bore well details Depth of the Sand

1. BH.1 2.50 – 10.0

2. BH.2 5.00 – 11.50

3. BH.3 8.50 – 10.0

4. BH.4 4.00 – 5.00

5. BH.5 4.00 – 10.00

6. BH.6 2.50 – 7.00

7. BH.7 2.50 – 5.50

8. BH.8 8.50 – 11.50

9. BH.9 2.50 – 5.50

10. BH.10 0.20 – 5.50

11. BH.11 2.50 – 7.00

12. BH.12 4.00 – 10.00

Figure 6: Construction of recharge pit and Recharge well

Table 5: Co efficient of permeability values for different percolation rate:

S.No. Soil Type Co efficient of permeability

1. Coarse

10 - 103

2. Fine gravel, coarse and medium sand

10 – 10 -2

3. Fine sand loose silt

10-4 -10-2

4. Dense silt, clayey silt

10-5 – 10-4

5. Silty clay, clay

10-8 – 10-5

5.2 Computation of percolation rate:

Permeability Co efficient of `K` value for the sand layer is 1 x 10-2 mm/sec. applying thus

value is Darcy`s equation to estimate the percolation rate

• Percolation Rate = Q in m3/sec

• Atmosphere pressure at the surface=> h1 = 0 m.

• Pressure at the termination point=> h2 = 12.6 m.

• Radius point 1 (injection point) = 1 m.

• Radius point 2 (discharge point) = 0.075 m.

• K is the permeability co-efficient = 1 x 10-2 mm/sec.

Substitute these values in the above formula, Percolation rate: 0.003849 m3/ sec

6. CONCLUSIONS:

A hydrogeological study conducted in the site indicates that the study area falls in

sedimentary track. The sub stratum in the study area comprises of top soil to a depth of

0.5m followed by silt up to 2m underlain by a layer of sand. This in turn is followed by silty

clay, sit stone and sandstone with intermittent clay and shale layers. The depth to water

level varies from 3- 5m. The shallow sandy layer act as the major water bearing zone in the

area. This zone is tapped through shallow open dug wells in the neighbourhoods. In

addition, the deeper sandstone is also tapped through borewells. The yield of the openwells

vary from 5000 to 6000 litres per day while that the borewell vary from 1000 to 1500 litres

per hour.

The total rainwater harvesting potential estimated in the site is 102886.55 cu.m per annum.

The run - off from the roof top can be stored in the proposed sump after passing through a

filter chamber and used while the run- off from paved and un paved areas are

recommended to be harvested through recharge wells and charged into the sub surface so

as to sustain the ground water sources in the area. The recharge wells should be introduced

at every 20m interval in the storm water drain all along the study area.

6.1.1 Rain water management system:

Based on the three core information i.e

1. Quantum of rain fall and quantification of recharge capacity

2. Catchment area and quantification of the same

3. Receiver details arrived through detailed hydro geological investigations

A detailed rain water harvesting system has been evolved for the site as below:

6.1.2 Recharging groundwater aquifer

Ground water aquifers can be recharged by various kinds of structures to ensure percolation

of rainwater in the ground instead of draining away from the surface. As far this area is

concerned the following recharging methods can be adopted to sustain groundwater

resources of the area.

Roof top Rainwater Harvesting system through intermediate collection and subsequent

overflow to be diverted to recharging of open wells and Hard surface and Soft surface run

off to be diverted to recharging of pits and trenches

By integrating and analyzing all the data like geology, hydrogeology, geomorphic land forms,

geophysical data, suitable sites are selected for the construction of artificial recharge

structures and the following wide spectrum of recharge structures is suggested and briefly

discussed below.

6.1.3 Roof Top Rainwater harvesting system

From the study it is observed that Roof top harvesting system will be more suitable for

catching rainwater where it falls. In rooftop harvesting, the roof becomes the catchments,

and the rainwater is collected from the roof of the building. It will be stored in an

intermediate tank and excess water to be diverted to artificial recharge system. This method

is less expensive and very effective and if implemented properly helps in augmenting the

ground water level of the area

6.1.4 Roof Harvesting for Direct use

Rainwater collected from the roof top can be stored in a storage tank with a capacity of 250

Cu.m, 300 Cu.m, 185 Cu.m and these tanks are to be located at suitable places in the built

up area. Storage tank may be designed according to water requirement. Each tank should

have excess water over flow system. Excess water could be diverted to recharge system.

Stored rainwater can be used for secondary purposes such as washing, gardening and other

domestic purposes. The main advantage of collecting and using the rainwater during rainy

season is not only to save water from conventional sources, but also to save energy incurred

on transportation and distribution of water at the doorstep.

6.1.5 Roof harvesting for groundwater Recharge

The existing open wells can be effectively used for groundwater recharge. The abandoned

well located is to be cleaned for groundwater recharge. The collected water from the roof

terrace during rainy days may be diverted through PVC pipe to the filter chamber and then

discharged to the recharge well. The bottom of well may be filled with porous media. The

existing abandoned open well located in the western part of the area may also be utilized

for groundwater recharge.

6.1.6 Recharging bore wells

Rainwater collected from the hard and soft surface is to be diverted through drainpipes to

settlement or filtration tank. After settlement of waste particles, the filtered water is to be

diverted to bore wells to recharge the aquifers. We propose to provide 53 Nos. Of recharge

pits of size 0.9m dia x 7.5m depth. This along with rooftop rain water harvest will suffice the

requirements. While recharging, entry of floating matter and silt should be restricted

because it may clog the recharge structure. In the premises of the area 4 places are

identified to construct recharging bore wells up to a depth of 22m. The methodology to be

followed to construct recharge bore well is furnished below.

Pilot bore well with a diameter of 12’’is to be drilled by manual method up to a depth of 22m

in all four selected locations. Slotted PVC pipe to a length of 23.5m is to be installed in the

Pilot bore well. The annual space between pipe and pilot bore well is to be filled cleaned

pebbles up to the ground level.

A portion of the slotted PVC tube needs to be converted by an artificial filter to prevent the

suspended material entering into the recharge bore well. A pit of size 2m x 2m x 3m is to be

excavated around the bore well and the casing pipe is to be fitted with a V-wire filter. The

filter media like sand, pebbles, gravels is to be filled in the excavated pit. Roof top rainwater

is to be diverted to the pit through filter chamber. The rainwater gets further filtered by the

V-wire filter and enters the bore well.

6.1.7 Filter Chamber

There are different types of filters in practice, but basic function is to purify water. The

minimum size of the filter chamber should be 3" x 3" x 4". This chamber is to be filled with

broken bricks in the bottom and sand on the top. The chamber may be covered with RCC

slab.

6.1.8 Recharge pits

Recharge pits are small pits of any shape rectangular, square or circular, contracted with

brick or stone masonry wall with weep hole at regular intervals. The pit is to be covered with

perforated covers. Bottom of pit should be filled with filter media. The dimension of the pit

should be 0.9m dia and 7.5m deep is suggested for recharging of shallow aquifer. 53

locations have been identified to construct recharge pits.

6.1.9 Recharge Trench cum recharge shaft

A trench could be excavated around periphery of the area and refilled with porous media

like pebbles, boulder etc for harnessing the surface runoff. Bore wells can also be provided

inside the trench as recharge shafts to enhance percolation. The length of the trench is

decided as per the amount of runoff expected.

The recharge trench can be of size 1.5 to 2.0 m wide and 2.5 to3 m deep. Recharge shafts

at frequent intervals of say, once in 30 mts, with a diameter of 100 to 150mm and depth in

range of 3 to 5m can be constructed in the bottom of the trench. By this method copious

water collected from the hard and soft surface can be easily recharged.

The silt, dust and waste materials deposited on the porous media (pebbles, boulder or

brickbats) may be cleaned periodically for injecting the rapid flow of rain water during the

monsoon periods. The silt, dust and waste materials deposited in the existing trench are to

be removed completely. Before passing the rain water to the trench, filter chamber should

be used for treatment of water effectively to remove turbidity, colour and microorganisms

6.1.10 Quality of Stored Water

Because of the heterogeneous nature of the formations, quality of groundwater changes

both seasonally and depth-wise. This may be due to the depositional environment, pollution

and over development of groundwater. Rainwater collected from rooftops is free of mineral

pollutants like fluoride and calcium salts that are generally found in groundwater. But, it is

likely that to be contaminated with these types of pollutants

1. Air Pollutants

2. Surface contamination (e.g., silt, dust)

Such contaminations can be prevented to a large extent by flushing off the first rainfall. A

grill at the terrace outlet for rainwater can arrest leaves, plastic bags and paper pieces

carried by water. Other contamination can be removed by sedimentation and filtration.

Disinfectants can remove biological contamination.

6.1.11 Rain Water Harvesting System Implemented At Site

1. The surface runoff including terrace water will be collected from the developed plot

and diverted through the Storm Drains (SD) in to the Percolation pits and existing

open well.

2. The Storm Drains need to be kept clean and maintained by the client without

dropping any garbage or industrial waste / Grease / oil, etc,

3. A Silt Trapper (ST) has been proposed at the end of the Storm drain inlet before

entering in to the Percolation pits and existing open well to reduce the velocity of

flow, to trap the sediments and to ensure a smooth flow into the pond.

4. The diverted water in to the Recharge pits will be taken care by the Recharge well

cum Percolation Pits.

5. On top of each RW above the RCC Slab, primary filtration using ¾” to 1” dia pebbles

was filled for 1 foot depth for the entire diameter of each well. The outer side of

each Recharge well all around filled with 1 – 1.5” dia quartzitic pebbles for about 2’0”

depth as primary filtration. The bottom of each RW filled with 1 – 1.5” dia quartzitic

pebbles for secondary filtration for 1’0” depth.

system admin

Text Box

ANNEXURE X

system admin

Text Box

ANNEXURE XI

TIME BOUND ACTION PLAN FOR ISSUES RAISED DURING THE PUBLIC HEARING

S.No Question Response Fund Allocation

(Rs.)

Time Bound Action Plan

Mr. Suresh Babu, Advocate, Billakuppam

1.

I state that already companies like Kamachi Sponge, Apollo Distilleries, Bhatia, ARS and Kaveri Power functioning in this region are causing enough Air. And Water Pollution in this area thereby offering the environment non-conducive for living. This company is highly prone for Air Pollution due to dust emission in air during crushing of low grade barite ore. What are the effective steps that will be taken by the project proponent to curtail dust emission in air during crushing of barite ore?

Low grade barite (barium sulphate) has a specific gravity of 3.5-3.9 and has been proposed to be beneficiated to a high grade barite specific gravity of 4.2 .The low grade barite will be is ground in a closed shed system and adequate air pollution control devices like cyclone separators and bag filters will be provided for capturing the entire barite product. On account of this there will be no air pollution. No water pollution will be there due to the proposed Zero Liquid Discharge (ZLD) system.

Air pollution control – Capital Cost 65.0 Lac, Recurring Cost 4.0 Lac

Before Operation phase.

2

What is the effluent disposal system proposed by this company to minimize water pollution?

No possibility of water pollution will be there as the unit has proposed a (Zero Liquid Discharge) ZLD system. Details of reuse of effluent is shown in the enclosed diagram.

Effluent management – Capital Cost 8.0 Lac, Recurring Cost 2.0 Lac

Throughout the Operation Phase

3 What are the health risks for living beings

No possibility of water or air pollution will take

-

TIME BOUND ACTION PLAN FOR ISSUES RAISED DURING THE PUBLIC HEARING

if barite ore deposited water is consumed by them? A study suggests that consuming such water will cause cancer. What is your opinion/ suggestion in this Connection?

place. Hence there will not be any impact on health of the community.

4

Will it not cause noise pollution in the process of crushing barite ore?

Adequate acoustical enclosures are proposed to control the noise. Apart from this green-belt will also be created all along the boundary of the site to attenuate the noise level. Hence there will not be any noise pollution.

Green belt Development-Capital Cost - 2.0 Lac. Recurring Cost – 2.0 Lac Noise Pollution Control Capital Cost - 5.0 Lac. Recurring Cost –3.0 Lac

Before Operation phase.

5

This road is only a Panchayat road. In transportation of barite ore in huge tonnes to this company, we apprehend that this road will get damaged? What would be the precautionary measure in this regard that is being proposed by the project proponent?

Road maintenance will be done as a part of the CSR activities. Well maintained vehicles will be used.

Road Maintenance – Recurring Cost –2.0 Lac

This will be done during the construction phase and will also will be continued during the operation Phase.

TIME BOUND ACTION PLAN FOR ISSUES RAISED DURING THE PUBLIC HEARING

6

The companies listed above have promised employment to the local graduates initially. But; after the project has been started, they neglected employment to it the local job seekers, though there are enough skilled engineering and non-engineering graduates available in local limits? Will this company also follow the same stream in future or will it offer employment to the local skilled graduates?1 In case it does not offer employment as shall be promised whom should we approach for compliance of its promise?

We will provide employment for 40 persons. The management can be contacted for employment of local people.

This will be done after implementation of the Operation Phase.

7

What are all the Corporate Social Responsibilities, Which shall be carried out by this company?

The following are CSR activities proposed:

1. Supplying of chairs and stationary to schools.

2. Conducting free medical camps.

3. Providing Solar lights and road maintenance in the vicinity of the

Total Capital Cost : 14.0 Lac Total Recurring Cost: 8.5 Lac

This will be done after commissioning the project.

TIME BOUND ACTION PLAN FOR ISSUES RAISED DURING THE PUBLIC HEARING

project site 4. Providing technical

training to the youth.

5. Active participation in the community functions.

6. Providing toilet and drinking water facilities in identified schools.

8

Residents of the villages near to the company are confronting problems due to non- availability of transportation facilities, basic medical facilities etc. whether this company will help us in sorting out of these issues?

As a part of CSR activities that are proposed Road maintenance, periodical medical camps and development of toilet and drinking water facilities in identified schools will be done. In case of medical emergency, the company will provide transport facility.

Total Capital Cost : 14.0 Lac Total Recurring Cost: 8.5 Lac

This will be done after commissioning the project..

9

School students of Billakuppam are also facing problem due to non-availability of transportation facilities. They are compelled to Walk four k.m every day in order to have their education. Owing to Which, school drop outs are high in this region. Whether this company helps them to have their education by providing by-cycles,

As a part of CSR activities Road maintenance, Providing School Furniture and Stationeries, Providing training programs to youths and development of toilet and drinking water facilities in identified schools will be done. Thus these activities will help school students.

Total Capital Cost : 14.0 Lac Total Recurring Cost: 8.5 Lac

This will be done after commissioning the project.

TIME BOUND ACTION PLAN FOR ISSUES RAISED DURING THE PUBLIC HEARING

books, Learning aids, etc., to all students?

10

We will not oppose in · setting of this company subject to fulfillment of our condition viz., it should keep the surrounding environment clean and green, should not create trouble to the neighboring villages, should not damage the Panchayat road, should offer employment to the local people etc.

Will be complied. -

Mr. Sunnanda Reddy , Getnamallee

11

Apart from sapling of trees, The planting of fruit bearing trees should also be given importance as they are responsible for 40-50 % of the safety of the Environment. He informed that there was no availability of water to the local people for the last 3- 4 months and requested the industry to develop this area and create more employment opportunities to the local graduates in coordination with the

We will do the needful and develop skill development program for the youths.

Green belt Development-Capital Cost - 2.0 Lac. Recurring Cost – 2.0 Lac

This will be done after implementation of the operation Phase.

TIME BOUND ACTION PLAN FOR ISSUES RAISED DURING THE PUBLIC HEARING

Govt. Agency Mr.Mohan Rao, Getnamallee

12

Industries in Gummidipondi are not giving employment for the educated youth in the local villages. Whenever they approached the industry for want to employment, they were not at all allowed inside the compound. Besides, training of skill development should be imparted to the personnel

We will consider jobs for educated youths & ensured 50% employment for the local youths.

This will be done after implementation of the operation Phase.