Sample N.U

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ANNEXURE C

DULY NOTARIZED

UNDERTAKING

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ANNEXURE D

CGWA PERMISSION FOR

PHASE 1

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ANNEXURE E

COPY OF AGREEMENT

WITH BRICK

MANUFACTURER

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ANNEXURE F

GEOL HYDROLOGY

STUDY REPORT

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HYDRO-GEOLOGY STUDY REPORT

ON

GROUND WATER AVAILABILITY AND

CONDITIONS

FOR

Vraj Integrated Textile Park Ltd.

AT

Village : Bidaj, Ta : & District : Kheda

JULY, 2011 CLIENT:-

VRAJ INTEGRATED TEXTILE PARK PVT. LTD.,

CHIRIPAL HOUSE, SHIVRANJANI CROSS ROADS,

AHMEDABAD

PREPARED BY:-

S. P. VYAS

AQUA CONSULTANT,

51/2 , PUNITNAGAR SOCIETY,

SATELLITE ROAD, AHMEDABAD - 15

Phone No. 079-26604804

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HYDROLOGICAL REPORT FOR VRAJ INTEGRATED TEXTILE PARK LTD. (VITPL)

1. Introduction

This industrial Park for Textile Industry is located at Village Bidaj,

Dist. Kheda, Gujarat. It falls between north Longitude 72° 72°

Air Port and 20 km from Railway Station. The site is adjacent to

National Highway No. 8. The location map is attached as Figure 1.

The park will have facilities for Spinning, Weaving,

Garmenting/Knitting, Sizing, Yarn Dying, Wrapping, Packing,

Finishing, Technical textile, POY. The park will also have CPP of 25MW, which will be operated on Coal / Lignite as a fuel. The total area

of the park is @ 50.45 Ha at the ultimate. The proposed layout the

entire park area (@52.45Ha) is attached as Figure 2.

The water requirement as well as effluent generation from the park for

existing as well as at the ultimate is given at Table no. 1 & 2 as below.

TABLE NO. 1 WATER DEMAND OF THE PARK

PURPOSE Water Consumption

Existing Ultimate

Fresh Recycled Total Fresh Recycled Total

Domestic 200 200 400 320 165 485

Industrial

CPP 500 0 500 1500 0 1500

Utility 250 300 550 180 200 380

Processing&

Washing*

400 600 1000 100 0 100

Green Belt 100 250 350 100 560 660

Total 1450 1350 2800 2200 925 3125

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TABLE NO. 2 WASTEWATER GENERATION FROM THE PARK &

UTILIZATION

Sr.No.

Purpose Wastewater Generation(KLD)

Recyclingof

effluentafter

treatment

Existing Ultimate

1 Domestic 300 380 165

2 Industrial

(A) CPP 70 500 Nil

(B) Processing 950 10 Nil

(C)Utilities 30 35 200

3 Other uses (Greenbelt development)

Nil Nil 560

TOTAL 1350 925 925

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2. Geology of the area

Physiography and geomorphology of the area:

The latitude and longitude of the kheda district are 72.32° to 73.37°

East (Longitude) 22.30° to 23.18° North (Latitude) as per geological

survey of India. It is bounded by the districts Sabarkantha and

Gandhnagar to the north, Panchmahals to the east, Ahmedabad to the

west, and Anand and Vadodara to the south.

Kheda district is a part of Gujarat plain and is categories into five sub

micro regions based on topography, climate, geology, soils and natural

vegetation. The categories are Sabarmati-Vatrak plain, Nadiad plain,Aravalli Forested Rock-outcrops and Mahi plain.

The whole kheda district falls under two main parts.

1. Small undulating hilly area in northern parts of Kapadvanj and

Balasinor Taluka.

2. Plain sloping gently from the North East towards the South

West.

The northern parts of kapadvanj and Balasinor Taluka covered with

udulating hills with rocky terrain and slop height vary between 150 to

73 m above mean sea level. The other parts are plain and traversed by

the rivers. The project location is situated at a height of about 29 m

above mean sea level. However, there is not much remarkable

variation in topology of the study area above MSL.

Natural Drainage Pattern:

There are 3 major rivers flowing from the study area. Meswa River,

Vatrak River and portion of Sabarmati River, there flows are from NE

to SW direction for Meswa and Vatrak River, and from N to S direction

for Sabarmati River. Meswa and Vatrak lies 7 km SE direction from

project site and Meswa merging with Vatrak at the same point in the

study area. Finally, the natural drainage is through river Vatrak

towards southwest made up of natural nallas generally flowing from

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northeast to southwest leading to Arabian Sea near Gulf of Khambhat.

Multitudes of ponds present in almost every village in the area are

used for domestic purpose. The general topography of the study area

is almost flat with about 1° gradient due South or SSW towards Gulf

of Khambhat. For the storm water system for the park has been

planned utilizing the natural slopes to design an economical system.

However, the area is under the influence of the rivers Mesva and

Vatrak and its tributaries being the main recharging source &

controlling the drainage pattern. And the study area lies under the

basin of the river overall the drainage pattern of the area is remain

dendritic. The layout map of storm water drainage network planned in

the park is attached as Figure 3.

Aquifer System of the Area :

The whole Kheda District forms a Part of cambay Basin.

Geologically the area is comprised of Quaternary Alluvium (clay &

sand). The whole Kheda District forms a Part of cambay Basin as per

shown in Figure 4. The rock formation exposed is composed of thick

Alluvium. This alluvium is formed of alternative bends of sandy and

clays layers. Sandy layers are composed of fine, medium & coarse

sand while clayey layers are impervious and devoid of porosity,

Swelling & pintching of strata is general phenomena in Alluvium area.

In the North Eastern part like Kapadvanj, Balasinor, Virpur & Kathlal

the area comprises of rocky terrain where Igneous, sedimentary as

well as Metamorphic rocks are seen like basalt, granite, limestone,

quartzite, phyllite and schists. In other talukas like Kheda, Nadiad,

Memdavad,Mahuda Kathlal,Thasara & Kapadvanj alluvium formation

is seen which consists mainly of clay, sand,kankars & gravels.Seismicity of the area :

As per Seismic Zoning Map of Gujarat the area falls under Zone III.

This is referred as moderate damage risk zone.

Source: Institute of Seismological Research (ISR), Govt. of Gujarat form

http://www.isr.gujarat.gov.in/Seismic_Zoning_Gujarat.shtm

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Geo-hydrology of the area :

Ground water occurs under Confined state in sandy stratus of the

alluvium. These sandy stratums are porous & Permeable and have

huge thickness and large horizontal extensions. It contains lot of

ground water which is extracted by drilling deep tube wells. Main

source of ground water recharge is rainfall. About 20% of rainfall good

as percolation in to underground aquifers while rest goes as ran off in

depression areas situates nearby and as evaporation losses. In these

sandy strata certain upper beds are yielding sweet waters. While

certain beds situated at depth are yielding saline water. During

drilling of Tube well, Electro logging of pilot hole is carried out which

decides saline and fresh water bearing strata for deciding pipe

assembly in the deep Tube wells.

Hydrology of the study area :

Hydrological Parameters

Temperature:

The area is classified as moderate to subtropical humid. The year is

divided into four seasons which as under.Season Dec -Feb Mar -May Jul - Sep Oct - Nov

Classification Dry HotSouth-West

monsoonPost Monsoon

Rainfall :

Normal annual Rainfall of Kheda District is 808 mm in 35 rainy days.

The variation in rainfall is from 700 to 900 mm. The Highest rainfall

was observed in 1927 (1946 mm) while lowest rainfall was 128 mm in

1973. During last 88 years, the District experienced droughts as in 22

years. While excessive rainfall in 23 years 95% of rainfall is received in

June to September months. The District Rainfall (mm.) shown below

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in Table 3 is the arithmetic averages of Rainfall of Stations under the

District Kheda.

Table 3 District Rainfall (mm.) For Last Five Years

Year Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec2006 0.0 0.0 0.6 0.0 0.0 59.5 616.4 643.9 91.4 0.7 0.0 0.0

2007 0.0 0.0 0.0 0.0 0.0 64.1 513.6 385.5 180.7 0.0 0.0 0.0

2008 0.0 0.0 0.0 0.0 0.0 35.9 207.0 313.5 201.5 0.0 0.0 0.2

2009 0.0 0.0 0.0 0.0 0.0 1.7 285.0 144.8 3.0 13.6 2.8 0.0

2010 0.0 0.0 0.0 0.0 0.0 21.9 264.8 408.6 117.3 0.0 33.8 0.6

(Source: IMD data)

Evaporation:

During the year, the evaporation increases from January and reaches

to its maximum value in may. During monsoon season, it decreasessharply and is minimum in August.

Water Levels:

Ground Water is generally occurs in confined condition. Due to

availabilities of porosity & permeability aquifers forms a big

underground reservoir. Ground water generally follows the topography

of the area Piezometric levels (S.W.L.) in the T/Well ranges from 30 mt

to 40 mt bgl and P.W.L. is about 60 to 80 mt bgl and drawdown is

about 20 mt to 40 mt bgl with av discharge of 50,000 LPH to 80,000

LPH.

Existing Wells and Tube wells in the Area :

Ground water occurs in the recent alluvium and under unconfined &

confined state. Unconfined aquifers are tapped by open wells and

Hand Pump Bores or Dug-cum-bore wells.

Shallow unconfined aquifers are tapped by dug wells & dug cum bore

wells and water level ranges from 8 mt to 20 mt. bgl. The shallow

deeper unconfined aquifers are tapped by dug-cum bore wells which

range from 20 mt to 80 mt depth. This aquifer comparatively has

saline Ground water. Hand pumps gives discharge of 500 to 1000

ltr/Hr. of water. Open wells are 20 to 40 mt depths and operated by

diesel engine AV yield of DCB wells is 150 m3 /day. The fluctuation

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of water level is about 1.5 mt to 2.0 mt in unconfined strata as

revealed from pre-monsoon and post monsoon water level

measurements

Deep Tube well tap confined aquifer ranging in depth from 115 mt to

225 mt. This is highly productive aquifer and tapped by number of

Tube wells for irrigation purposes. El. Logging details of three private

Tubewell situated nearby is as following. In this aquifer Ground water

occurs under confined condition.

Number of irrigation Tubewells have been drilled for irrigation and

water supply purposes by the Direct Rotary drilling Rig. The results of

such Tubewells indicate that these Tube yield sweet water

This clearly indicates water quality of sub surface confined aquifers as

bellow.

FOLLOWING DATA HAS BEEN OBTAINED FROM THE SECONDARY

SOURCES :

Village Bidaj

This is water supply Tubewell of 150 mt depth.

El. Log Results

Water Bearing Zones (mt) 29-43 47-55 69-83 87-109 115-127 131-145

Approx TDS (ppm) 1600 1700 1500 1600

No Cement sealing was provided as upper strata are also sweet. After

compressor development, water quality of 1596 ppm of TDS was

encountered which is suateble for drinking purposes

Village Mahij


El. Log Results


Approx TDS (ppm) 3200 2100 1275

After compressor development water quality of 1334 ppm, TDS was

metwith which was found potable.

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Rangpur Village ( Mahij)


El. Log. Results


Approx TDS (ppm) 2250 2000 1900 1450

In this bore cement sealing was provided at 94 mt depth bgl. After

compressor development water quality of 1190 ppm of TDS was met

with which is potable.

Study of Chemical report of surface water source and ground water

sources indicate that water quality of surface water sources are better

due less total dissolved salts and fluorid content. Water quality

standard for drinking water is enclosed herewith for reference.

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3. Rain Water Harvesting

To avoid the wastage of rainfall as runoff and to meet with the scarcity

of water management of rain water is essential. Rainwater Harvesting

deals with the collection, storage and usage of rainwater from roof

tops and land surface.

Two rainwater Harvesting pits have been constructed in the project.

The sectional Drawing for these Two pits are attached herewith (Pit

no. 1 & Pit no.2) as Figure 5.

Possibility of more structures in this project will also be explored to

maximize the quantity of Ground water recharge as & when needed.In the existing Rainwater Harvesting structure, one pit is constructed

in which filter media, coarse sand, Gravel &boulder strata are Spread

on the bottom of the pit and one bore hole 250 mm dia is drilled from

the bottom. In this bore 150 mm size UPVC slotted pipe is inserted

and around it 3.6 mm size gravel packing is done which acts as filter

media. Water from the pit is filtered and percolates downward through

this bore and percolates in to underground strata. Two such

structures have been constructed. Due to this ground water levels will

come up and pumping lift will be decreased and hence El. Energy will

be same.

Proposed Water Harvesting Structures. :

It is also proposed to construct @ 8 recharge wells (Percolation Wells).

In this open well will be constructed in the depression area and will be

filled-up with filter media like pebbles coarse sand etc. Runoff water

will be allowed to percolate into this well.

Recharge Tube well

Due to inadequate rainfall in last few years, a ground water condition

in general has become very severe. Lowering of water levels

particularly in alluvial area, is one of the constrains in getting good

yield in bores, in alluvial areas. Drought is a common phenomenon,

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which has resulted in the over drawal of ground water resources. This

had made the water levels to decline speedily and deterioration of

ground water quality. To save further deterioration of ground water

quality and declining of water levels, water harvesting project are

required to be taken up to harvest the rain water for artificial

recharging the ground water reservoirs.

It has been generally observed that the area comprises of alluvial

formation is more favourable for ground water development as well as

recharge compared to the hard rock area. This is due to higher degree

of porosity and permeability, which acts as good water bearing

aquifer. The water bearing characteristic of alluvial area is controlled

by grain size, shape, degree of assortment and degree of cementation,

which comprises the formation.

Construction of the recharge Tube Wells to allow the rain water

impounded in percolation tanks and check dam to percolate in into

the ground water reservoir, so that the depleted aquifer gets recharged

directly as other wise it would have taken long time to percale down to

the present ground water level.

The recharge Tubewell is constructed by drilling a borehole of 20 mm

pth of 60 to 80 mts, as per

screen pipe projected above the bottom of the recharge tube well

surrounding the bore. The slotted section used in this bore is having 2

mm slot size and the open area had increased to about 40%. This

slotted pipe was wound with coir to avoid entrance of sand and silt in

to the Tubewell. Since the pond or rainwater will be muddy further

filtration mechanism will be provided by construction a well of 4 mts

dia X 5 mts. depth with Tubewell in the center. The recharge well will

be filled with one foot gravel surrounding the Tubewell followed by one

foor of course sand (1 to 3 mm size) with using barrel and steel plat

round from bottom to top of the pit (well). Remaining part of well,

should be filled up as follow. From bottom it followed by pebbles (30 to

50 mm size) for 1.5 mts depth. The gravel 4 to 6 mm size) has been

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used for another 1.5 mts. depth above pebbles and then entire area of

well is filled with course sand (1 to 3 mm size) above it. So that the

water percolates into the underlying gravel pack through the tube will.

Provision of air vent should be made on top of the Tube well.

Percolation Well

It is constructed for recharging shallow aquifers. Detatils are as

following.

1. Site Condition : -

It is generally located in low-lying areas such as Tanks, depressions or

river bed where rain water is generally collected.

2. Design of Percolation well

In constructing percolation well generally an open well is constructed

in depression area and the open well is filled up by graded filter

media. So rain of water is percolating into the recharge well and after

getting it cleaned through filter media, it gets recharged into

underground hungry strata. In construction of percolation well

generally four items are included.

1. Cleaning of site

2. Excavation of dug well

3. Masnory well construction into the well

4. Filling of graded filter media into the dug well. (60-

90 mm pebbles, 40-60 mm pebbles and 0.6-1 mm

coarse sand)

Generally coarser filter, media is placed in dug well at the bottom and

finer filter media is placed on the top of the dug well

Sketch of the percolation well is attached herewith. Cost estimate of

the percolation well is also attached herewith for execution work.

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Cost Estimate

Sr.No. Item Unit rate Quality Total (Rs.)

1 Site Clearance Rs. 5/sq.mt. 100 sq.mt 500.00

2 Excavation of Pit (dug

well)

Rs. 753/cu.mt 71 cu.mt 53500.00

3 Construction of wall

into dug well

Rs. 735/sq.mt 95 sq.mt 69850.00

4 Cost of Graded

material

Rs. 508/cu.mt 71 cu.mt 36100.00

5 Labour charge Rs. 12/cu.mt 71 cu.mt 1000.00

Total : Rupees One Lacs Sixty Thousand Nine Hundred fifty Only 160950.00

Roof Water Harvesting

In Rooftop Rain Water Harvesting System, rainwater from the house

roof is collected in a storage vessel or tank for use during the periods

of scarcity. Such a system usually comprises a roof, a storage tank

and guttering system to transport the water from the roof to the

storage tank. In addition, a first flush system to divert the dirty water

which contains roof debris collected on the roof during non-rainy

periods and a filter unit to remove debris and contaminants before water enters the storage tank are also provided. Therefor a typical

Rooftop Rainwater Harvesting System comprise of following

components.

1. Roof Catchment

2. Gutters

3. Down pipe and first flush pipe

4. Filter unit

5. Storage Tank

6. Collection pit

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4. Source Development ( Tubewell Drilling)

Since the site area is formed of alluvial strata it is very much suitable

for drilling of deep Tubewells by the direct Rotary Rig.

One deep Tubewell is already drilled in the plant area by the agency

Shri Hari Engineers Ahmedabad.

Details of the Existing deep Tubewell is as under.

1. Agency : Shri Hari Engineers Ahmedabd

2. Periods of drilling : June 2007

3. Depth & drilling : 644 ft

4. Site of the bore 5. Cement Sealing Zone : 328 ft Depth

6. Strata Tapped :

Strata Tapped Triekers of zones Water quality

1) 379 398 ft (19ft) 1850 to 1600

2) 410 419 ft (9 ft) ppm of TDS

3) 472 481 ft ( 9ft)

4) 536 546 ft (10ft)

5) 570 579 ft (9ft)

7. Static water level 110 ft as on 6/2007

8. Pump : KSB 20 H.P. 9 Stage

9. Dischargeby pump : 65 m3 at 68 mt PWL

55 m3 at 62 mt PWL

50 m3 at 56 mt PWL

Electrical Logging of the bore hole

Electrical logging of the bore was carried out on 12-6-2007 by the

GWRDC Gandhinagar. The Logging data indicates that upto 86 mt bgl

water quality is highly saline (2700 ppm to 3700ppm), 91 mt to 129

mt depth has water quality of 1850 and 133 mt to 177 mt has water of

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1600 ppm of TDS. Which is good for putting slotted pipe and again

190 mt to 194 mt. Water quality has become poor having 2200 ppm of

TDS.

Water quality of the Tubewell constructed

After compressor test & pumping test Water of this Tubewell was got

which indicates water is good having following parameters.

Chemical Report of the Existing Tube Well

PH : 8.0

TDS : 1221 ppm

Sulphat : 180 ppm

Total Hardness : 282 ppm

Ca : 41.68 prm

Cl : 341 ppm

Mg : 43.37 ppm

Tatal Alkalinity : 380

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5. Water Requirement of the Project

Total water requirement of the project is about 3125 KLD out of which

2200 KLD will be fresh water and 925 KLD will be in the form of

recycled Effluent.

So it is desirable to consider total water requirement as 2.2 MLD from

underground sources. However, the park developer has obtained the

permission from CGWA for tapping of ground water @ 1.45 MLD. The

water balance diagram is given at Figure 6.

Existing Source DetailOne deep Tubewell is already constructed in the project area by Shri

Hari Engineers with the following Specification.

Depth of Tube well : 622

Diam of Tubewell

Discharge available at different Drawdons.

65 m3 at 68 mt PWL

55 m3 at 62 mt PWL

50 m3 at 56 mt PWL

So at about 40 m3 per Hour P.W.L. would be about 40 to 45 mt. SWL

In the Tubewell is about 30 to 35 mt , while PWL is 40 mt about 45 mt

which indicate about draw down of 10 to 15 mt. So at this drawdown

cone of depression will be small and interference effects is also

corresponding less.

Considering 40 m3 /Hr discharge and 10 Hrs working in a day, water

would be withdraw 400 m3/day and considering 365 days working

yearly withdral would be 1,46,000 m3/yr.

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As per project details total water Requirement is as following.

PURPOSE Water Consumption

Existing Ultimate

Fresh Recycled Total Fresh Recycled Total

Domestic 200 200 400 320 165 485

Industrial

CPP 500 0 500 1500 0 1500

Utility 250 300 550 180 200 380

Processing&

Washing*

400 600 1000 100 0 100

Green Belt 100 250 350 100 560 660

Total 1450 1350 2800 2200 925 3125

New Source Proposed.

The balance fresh water requirement of the project is 750 m3/day,

and one Tubewell yield 400 m3/day, so additional Two T/wells can

meet the ultimate water requirement of the project.

The T/wells proposed to be drilled will have the same specification as

that of the Existing Tubewell Water bearing zone that would be

available for tapping will be the same and water quality would be more

or less same.

Impact of Ground Water Withdrawal

During construction stage very small quantities of ground water would

be required which can be met with from the exiting Tubewell only.

During operative stage of the project, fresh water requirement would

be 2.2 MLD.

As there is no Government or privet Tubewell within one km from the

existing T/well, there will be no mutual interference effect and there

will be no any detrimental effect on ground water regime.

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6. Ground Water Budgeting

The Total Water demand of the Project is 3125 m3/day including

recycled water of the order of 925 m3/day. So net quality of water that

would be withdrawn from the underground sources by drilling deep

Tubewells would be 2200 m3/day. The developer has obtained

permission of withdrawal of ground water @ 1450 m3/day (Copy

attached as Annexure I). Hence, the quantity to be withdrawed for the

proposed expansion will be 750 m3/day.

Yearly ground water requirement of the Proposed expansion would be

750X 365 = 273750 m3/yr.

Now this ground water draft can be compensated by constructingsome recharge structures and harvesting runoff water of rainfall. The

details are as following.

(a) Total Area of the project = 5,04,500 sq.mt

(b) Av. yearly Rainfall in the area = 800 mm = 0.8 mt

So total runoff would be = 5,29,300 X 0.8

= 4,03,600 m3/yr

Generally, Ground Water penetration index in alluvium area is taken

as 20% of runoff component.

So natural ground water recharge would be 4,03,600 X20%

= 80,720 m3/yr.

Now Rate of Penetration water from the pit is about 5 LPS i.e. 18000

Ltr/Hr.

Hence, yearly recharge will be : 18 x 24 x 60= 25920 m3/year.

Now total withdrawal of the Project is 273750 m3/yr.

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So total shortfall of the Ground water is,

273750 m3 80720 m3 = 193030 m3/yr.

To cope up with the shortfall of 193030 m3/yr, @ 8 additional

recharge Tubewells are proposed which will recharge about 207360

m3/yr.

(A) Total Ground Water withdrawal for Project=273750 m3/yr.

(B) Ground Water Recharge through artificial means

(1) Natural Penetration

of Runoff component is = 80720m3/yr.

(2) Construction of additional

ground water recharge

Tubewell @ 8 Nos. is, = 207360 m3/yr

(a) + (b) + (c ) + (d) = 288080 m3/yr.

So, there will be no mining of Ground Water Recourses and the project

area becomes Ground water positive. So there will be no any adverse

effect of ground water regime.

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7. Conclusion

From survey & investigation of the project area the following main

points are derived.

1. The area is more or less plain area composed of Alluvium

strata of sandy & clayey materials.

2. Since the sandy strata are porous & permeable and have

huge thickness and wide Horizontal Extension they form

main water bearing horisons (Aquifers)

3. The area is very much feasible for deep Tune wells which can

be drilled by District Rotary Method.

4. The upper strata are yielding saline water and deeper andaquifers yield good quality of water. Hence El. logging of the

pilothole is essential to decide saline and fresh water

horizons.

5. The fresh water requirement of the project is 2200 m3/day

which can be easily met with by drilling three Tubewells

However additional Two Tubewell can be kept as stand by

Tubewell.

6. Since yield of the T/well is suggested as 40 cum/Hr,

drawdown would be about 10 to 15 mt length. Hence cone of

the depression that would be formed underground will be

small and hence there will be no any adverse effect on

ground water regime.

7. Distance between the proposed T/well should not be less

than 300 mt to control cone of depression and to maintain

safe spacing.

8. Two water harvesting structures are already constructed in

the project and (pit no. 1 & no. 2) and 8 more WHS are

proposed in the form of recharge Pits for unconfined aquifers

and Recharge Tube wells for confined aquifers.

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9. Roof water harvesting is also suggested on the project

buildings and that water may be stored for domestic

utilization. So burden of the existing draft would be very less.

10. Water quality of deep T/well would be about 1500 ppm in

the bore and the bore should be electro logged and assembly

should be lowered accordingly scientifically.

11. Upper water strata must be sealed so that upper polluted

water may not percolate downward and mix with the fresh

water bearing zones.

12. Low discharge, inter mitten pumping and good spacing

between the proposed Tube wells will help in establishing

echo - friendly subsurface Hydrogeology of the nearby area

and there will be no any adverse effect on Ground Water

Regime.

13. New proposed T/well may be constructed under the

guidance of experienced Hydro geologist within the premises

as well as outside the premises.

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FIGURE 1 : LOCATION MAP (KEY PLAN) OF THE TEXTILE PARK

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FIGURE 2 : LAYOUT MAP OF THE TEXTILE PARK

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FIGURE 3 : STORM WATER DRAINAGE NETWORK OF THE TEXTILE PARK

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HYDROLOGICAL REPORT FOR VRAJ INTEGRATED TEXTILE PARK LTD. (VITPL)

Source: Water Resources Dept from http://guj-nwrws.gujarat.gov.in/

Project Site

FIGURE 4 : GEOLOGICAL STRUCTURE OF GUJARAT STATE

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FIGURE 5 : SECTIONAL DRAWING OF EXISTING RECHARGE PITS (2 NOS.)

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Domestic

485

Gardening

660

CPP

1500

Processing & Washing

100

Utility

380

Fresh

320

Recycled

165Fresh

180

Recycled

200

Fresh

100

Recycled

560Fresh

100

Fresh

1500

ToCombined

ETP : 165

ToCombined

ETP : 215

To

Combined

ETP : 500

To

Combined

ETP : 10

To Combined

ETP : 35

COMBINED EFFLUENT TRAETMENT PLANT : 925 KLD

AFTER TREATMENT FOR REUSE /

RECYLE IN DOMESTIC, UTILITY AND

GARDENING

TOTAL WATER REQUIREMENT : 3125 KL/DAY

Fresh : 2200 & Recycled : 925

FIGURE 6 : WATER BALANCE DIAGRAM

8/3/2019 Sample N.U


ANNEXURE I

Documents

Sample N.U