WONDER CEMENT. LTD., BHATKOTARI, …environmentclearance.nic.in/writereaddata/modification/...Ground Water Resources & Ground Water Seepage Study WONDER CEMENT. LTD., BHATKOTARI, NEMBAHERA,

Ground Water Resources & Ground Water Seepage Study

WONDER CEMENT. LTD., BHATKOTARI, NEMBAHERA, CHITTOR, RAJ

1

CHAPTER - 1

EXECUTIVE SUMMARY

Project : Groundwater Resources Evaluation & Groundwater seepage

Due to mining activity

Promoters : M/S WONDER CEMENT LTD.

BHATKOTRI, NIMBAHERA, CHITTORGARH,

RAJASTHAN.

Conducted by : ASSOCIATE ENGINEERS & CONSULTANTS

JAIPUR

Investigation

Methodology :

Surface Hydro geological studies for mining lease area (Core Zone)

Surface Hydro geological studies for Buffer zone (10 Km radius).

Estimation of ground water Recharge & Discharge factors for both core and Buffer zone.

Estimation of ground water seepage in the mining pit at different stage of mining

Coverage: (a) 740.93 Hectares of mining lease (Core Zone)

(b) Approx. 10 Km radius (Buffer Zone)

Findings:

The regional water level ranges between 50m. to 60m. below ground level during the pre

monsoon period. Post monsoon water levels are 25m to 35m below ground level.

The water level in mining lease area is 40-45m bgl (410 to 405 MRL) in pre monsoon period

and 29-32m bgl (421 to 418 MRL) in post monsoon period.

Water level results indicates that there may be two sets of aquifer system in the area upper

aquifer and lower aquifer. Upper is not so productive aquifer and hold the seepage and

rainwater only in the monsoon and winter seasons and even during these seasons does not

support the production and only fulfil the domestic water requirement.

The lower aquifer is productive and often controlled by deep-seated fractures, which

generally occurs between a depth range of 100 to 150m depth. Also occurrence of fractures



2

does not show any homogeneity due to the fact that most the mines having depth upto 50m in

nearby area has dry bottom conditions in the summer and winter seasons.

Based on results of hydrogeological survey conducted in the area, it appears that ground

water occurs in water table condition in weak zones of medium hard & hard rock. In the

investigated area, thickness of top soil is very less generally not more than 1metre in mining

lease area.

During this mining plan period, mine working is in two pits namely Pit-1 and Pit-2 average

ground level RL is 452 MRL. After 10 years (2021-22) both the pits will be connected.

Present working depth is 420 MRL hence presently no groundwater seepage. Similarly at the

end of 2017-18 mining will attain a depth of 420 MRL in both the pits hence there will be no

ground water seepage even at the end of present mining plan.

As per the calculations based on Darcy law in year 2021-22 (After 10 Years) groundwater

seepage works out to be 34.2 cum/day. In the year 2026-27 (after 15 years) it will be

58.3cum/day, in 2031-32 (After 20 Years) it will be 86.7 cum/day and at conceptual stage it

will be 306.2 cum/day.

For buffer zone (10 km radius) total recharge due to rainfall & irrigation return flow at

normal rainfall works out to be 41.32 mcm/annum. Total discharge works out to be 56.22

mcm/annum & stage of development is 136%.

Total gross dynamic reserves in the core zone have been estimated of the order of 0.88

mcm/annum.

The ground water development is much more in buffer zone due to irrigation and industrial

purpose. It results in buffer zone as overexploited.

After initiating the mining the area of core zone will be under safe category and will have

surplus exploitable ground water potential, indicates that mining activity will not affect

ground water recharge and its ground water resources. No stream was encountered during the

mining activity hence no diversion is required. This hardly affects surface water resources.

Similarly, as no stored water will be released directly to water streams of nearby areas,

possibilities of any siltation in natural streams and reduction of percolation is very less.



3

With the passage of time accumulated rainwater in the mine pit will be used for the plant and

mine purpose it will decrease groundwater extraction. In order to win the ore it is therefore

essential to provide dry bottom conditions. This task will be achieved by pumping of water

from one pit to another pit so that lower most benches can be worked out in phased manner.

Due to hard, crystalline and chemically resistant nature of limestone the water stored in the

mining pit remains unpolluted and free from any toxic constituents. The overburden, mostly

composed of very less alluvial material also does not contribute any pollutants from its waste.

The waste dumps are located in such a way that there are no hindrances to flow of water

bodies and streams.

There is no possibility of any land subsidence due to heavy pumping or mining as the rocks

are hard, compact, impervious and crystalline, which can be stand of its own. Beside that

there is no heavy pumpage for ground water extraction.

To augment groundwater storage, some measures have already been taken by the

management. Four number rain water harvesting structures in mines lease area and

seven numbers in adjoining cement plant premises have been constructed on existing

borewell/open wells. Firstly, storm water runoff is being collected in the lower most

bench of mining pit and is being used for the plantation, dust suppression, cement

processing work, etc.

Recharge to ground water through 2 check bunds in seasonal nalas flowing across the cement

plant adjoining the mine area will be 784000 Cum.

*****



4

CHAPTER - 2

SURFACE HYDROGEOLOGICAL &

HYDROLOGICAL INVESTIGATION

INTRODUCTION

M/S WONDER CEMENTS LTD., BHATKOTARI, NIMBAHERA, CHITTORGARH,

RAJASTHAN a unit of R.K. Marbles PVT. LTD, Our Limestone Mine (Ml No. – 22/07) Is

Situated Near Villages Bhatkotari, Lasravan, Phalwa And Rasulpura Tehsil Nimbahera Distt. –

Chittorgarh, Rajasthan.

Now The Company Decided For Expansion Of Limestone Production From 3.75 Mtpa To 9.10

Mtpa. The Area Falls Under Toposheet No. 45 L/6, 45 L/9 & 45 L /10, The Nearest Railway

Station Is Gambhiri Road (~ 4.5 Kms. In Ne Direction), And Nearest Airport Is Dabok (Udaipur)

Airport (~75 Kms. In W Direction).

This chapter comprises of the main objectives & the investigation methodology.

OBJECTIVES

Hydrological & Hydrogeological studies of the core & buffer zone for mine.

To assess groundwater resources of mine area.

To assess ground water seepage due to mining activity at different stages.

GEOLOGY OF THE AREA

In the mining lease area, rocks belonging to Nimbahera formation of Khorip group are exposed.

The deposit is moderately deformed showing folding & joints with following stratigraphic

sequence.

Overburden Soil Quaternary system

Weathered stone

Upper shale

Drak Grey Limestone.

Upper Grey Limestone

Pink Limestone Nimbahera formation, Khorip Group



5

Lower Grey Limestone

Light Grey Limestone

Geology and mineral map of Chittorgarh district (Source: GSI Resource map)

PHYSIOGRAPHY, DRAINAGE PATTERN & RAINFALL DATA

The area lies as a wide valley with flat to gently undulating terrain between western hills of Sawa

and eastern hills of Chittorgarh ranges having north-south strike direction. The vindhayan

sedimentaries form the catchment area of Gambhir river, which is a tributary of Berach river and

Berach is a main tributary of river Banas. Due to moderate rainfall, the area has well developed

drainage and has given origin to ephemeral rivers like Gambhiri river and Sathkhanda nala, both

taking northerly flow direction. Sathkhanda nala, draining the eastern part of the buffer zone

joins Gambhiri river near village Khor. Berach river, flowing on the western side of Sawa hill,

takes a parallel course and meets Gambhiri river, just north of Chitorgarh fort near village



6

Bherda. Hills on the eastern side achieve heights upto 621m above sea level and have dense

reserved forest.

Two dams have been constructed on the wide flat valley. One dam on the Gambhiri river, just

outside the buffer zone, near village Arniya Joshi. It is a major irrigation project having a total

catchment area of 1036 Sq.km and live storage capacity of 65.1 mcm. Its command area is 11600

hactares, mostly in chittorgarh tehsil. There is another dam in the buffer zone constructed on the

Satkhanda nala, near village Murlia. It is a medium irrigation project having a catchment area of

111.4 Sq.. and live storage of 8.5 mcm and command area of 2412 hactares.

Gambhiri river Basin has a catchment area of 1225 sq.km mostly in Chittorgarh district. Its main

river Berach originates in the hills northeast of Udaipur city. It flows northeast for about 157 km

in Udaipur, Chittorgarh and Bhilwara district before joining the Banas near Bigod village in

Mandalgarh tehsil of Bhilwara district. Its main tributaries are Ayar, Wagli Wagon, Gambhiri

and Orai.

Out of total area of buffer zone, 245 sq.km happens to be part of the catchment area of river

Gambhiri. The river Gambhiri flows along the eastern boundary of the buffer zone and takes

northerly flow till it joins river Berach. It therefore flows over a length of 13 Km, just along the

eastern boundary in the buffer zone. Its another tributary Satkhanda nala taking a parallel course

on western side, having a flow length of 19km in the buffer zone and joins river Gambhiri near

village Khor. Satkhunda nala is about 5 km away from the mining & plant area and no where

making any contact with the excavations or influencing any present mining activity.

Geo-morphologically, the district has been divided into eight geomorphic units namely

structural plain, structural hills, structural ridge and valley, denudational ridge and valley, plain

and plateau on Deccan Trap (DT), highly dissected pediment and undissected pediment. The

pediment area are seen in the western part where as structural plain (on the Vidhyans) are present

in the eastern part, Two hydrological domain (of fissured formation on hilly area) with ground

water potential ranging from <1 to 5LPS. Natural Hazard includes mainly water erosion which is

moderate, severe and very severe in the district. The Mining lease and Plant area is almost flat

with a topographical difference of nearly 15m between lower & uppermost portion of the area.

The min. RL is about 429m & max RL is about 444m. This area is characterized by black colored

silty clay.



7

Geomorphology of Chittorgarh district (source: GSI Resource map)

The thickness of alluvial formation is not much generally less than 3m in mine area and not more

than 5m in plant area. Due to moderate rainfall, resistant hills, silty soil, stream density is

moderate. Surface has produced dendritic type of drainage pattern. Although, there are few

streams entering the lease area from western side, debouching Sawa Hills, there are only two

streamlets, one flowing just south of village Jorawar-Singh-Ka-Khera and other flowing towards

south of village Amarpura. These streamlets have catchment area of 2.25 sq.km in Sawa hills and

average width of 5 m and depth of 1meter while passing through the lease area and are near

existing pits properly protected as undisturbed.

The long term average rainfall of this area is 827 mm/ annum. Whereas annual Rainfall in last

10 years is 902 mm as given in the table below..



8

Year Annual Rainfall

1982 937.2

1983 983.8

1984 958.2

1985 613.5

1986 826.1

1987 734

1988 459

1989 975.4

1990 1075.2

1991 882.2

1992 1167

1993 719

1994 910

1995 515

1996 1043

1997 579

1998 607

1999 650

2000 542.8

2001 666

2002 406.5

2003 887.8

2004 881

2005 787

2006 1378

2007 728

2008 905

2009 600

2010 891

2011 1119

2012 1138

2013 902

Long term Average 827

Average of last 10 years 903

Source – WRD



9

AQUIFER TYPES

The area has been found to be occupied by thin layer of black colour silty soil followed by

limestone & at some places shale also occur. Ground water generally occur in water table

conditions and is transmitted through the fractures, joints, bedding planes and solution cavities of

limestone and fracture and cleavage plane of shale.

Water level results indicates that there may be two sets of aquifer system in the area upper

aquifer and lower aquifer. Upper is not so productive aquifer and hold the seepage and rainwater

only in the monsoon and winter seasons and even during these seasons does not support the

production and only fullfill the domestic water requirement. The lower aquifer is productive and

often controlled by deep-seated fractures, which generally occurs between a depth range of 100 to

150m depth. Also occurrence of fractures does not show any homogeneity due to the fact that



10

most the mines having depth upto 50m in nearby area has dry bottom conditions in the summer

and winter seasons.

YIELD POTENTIAL

There is one operating tube well exists in the mine lease area. They are normally 120 to 180m

depth having discharge between 300-500Cum/day. All of them are not operated simultaneously.

In the buffer zone the farmers having centrifugal pumps with 3 HP motors have operated wells

tapping limestone & shale. The yield of wells tapping limestone ranges from 100 to 150

cum/day. Yield of wells, tapping shales is low as compared to limestone due to its very low

hydraulic conductivity. Wells tapping shales have yield between 75 to 120Cum/day. Wells

located in limestone command area has more yields compared to wells in non command areas.

GROUND WATER MOVEMENT

In the investigated area the movement of ground water is governed mainly by secondary fractures

as limestone are impervious in nature and do not possess primary porosity. The alluvial thickness

is very low and remains unsaturated during major part of the year. The general land slope and

drainage in the area is towards north. The ground water flow follows the surface flow direction

and moves in the northern direction.

On the basis of hydrogeological data from open wells located in the valley area & water level

contour map it appears that ground water flow is in the north direction and general hydraulic

gradient is 2.58 m/km

WATER LEVEL AND SEASONAL FLUCTUATION

The regional water level ranges between 50m. to 60m. Below ground level during the pre-

monsoon period. Post monsoon water levels are 30m to 35m below ground level. In mining lease

area is 40-45m bgl (410 to 405 MRL) in pre monsoon period and 29-32m bgl (421 to 418 MRL)

in post monsoon period.

STATIC GROUND WATER LEVEL MONITORING RESULTS (IN METERS)



11

Ground Water Level Monitoring Report (In meter)

Ground Water Level Monitoring Report (In meter) From May-11 to Jan-12

Sr.No. Mont

h

Location

Projec

t site

(PW-

1)

Projec

t Site

(PW-

4)

Rasulpur

a

Phalw

a Lasrawan

Mangro

l

Nimbaher

a Town Charliya Khorip Pipliya Gadiya

1 May-

11 41.2 44.1 43.2 40.3 45.9 25.4 65.9 48.7 37.2 28.9

2 Aug-

11 1.1 1.2 1.5 1.4 1.6 1.8 3 1.7 1.5 2.1

3 Nov-

11 5.6 5.9 4.6 6.1 5.8 5.3 6.2 4.3 5.7 4.3

4 Jan-12 7.9 8.4 9.2 11.3 13.1 12 14.3 8.1 9.3 7.2

Ground Water Level Monitoring Report (In meter) From May-12 to Jan-13

Sr.No. Mont

h

Location

PW-1 PW-2 PW-3 PW-4 Rasulpur

a Phalwa Murliya

Lasrawa

n

Nimbaher

a Town Bansa



12

5 May-

12 44.2 39.8 42.9 41.6 45.6 41.8 40.8 42.6 40.2 42.1

6 Aug-

12 1.6 2.2 1.9 2 2.1 1.4 1.1 1.2 1.3 3

7 Nov-

12 10.2 9.7 10 11.3 6.5 9.5 7.3 9.5 10 8.5

8 Jan-13 17.2 14.5 17.6 18 13.5 17.8 13.9 15.4 18.4 14.9

Ground Water Level Monitoring Report (In meter) From May-13 to Feb-14

Sr.No. Mont

h

Location

PW-1 PW-2 PW-3 PW-4 Rasulpur

a Phalwa Murliya

Lasrawa

n

Nimbaher

a Town Bansa

9 May-

13 39.8 42.8 44.6 40.7 46.3 49.7 45.1 48.5 49.2 46.6

10 Aug-

13 2.8 3.2 4.1 3.5 3 3.7 2.5 3.9 2.9 3.3

11 Nov-

13 13.3 12.6 13.9 14.2 14.7 15.2 13.8 15.7 14.6 14.5

12 Feb-14 15.2 13.8 15 15.8 15.8 16.3 14.3 16.4 15.8 15.2



13



14



15



16

GROUND WATER MONITORING (In the Buffer Zone 10 KM Radius - 2014)

S.N

o.

LOCATION TYPE OF

WELL

CO-

ORDINATES

ELEVATIO

N

WATER

LEVEL

(m)

RL-

WL=SW

L

Type of Pump DIA &

Depth

CASING

Depth

USE

1. NIMBHEDA BORE

WELL

N 24037’37.3”

E 74041’20.8”

470 37.12 432.88 Submersible 8 Inch,

167 m

12 m Domestic

2. SUKRIYA OPEN WELL N 24036’40.0”

E 74039’27.7”

450 24.06 425.94 Manual 3 m,

26 m

6 m Domestic &

Agriculture

3. RANIKHERA BORE

WELL

N 24035’23.2”

E 74039’51.3”


91 m

6 m Domestic &

Agriculture

4. DHINERA BORE

WELL

N 24036’25.0”

E 74037’51.3”


121 m

6 m Domestic

5. BHEULI BORE

WELL

N 24035’38.3”

E 74038’01.5”


91 m

3 m Domestic

6. UNCHA

TALOR

BORE

WELL

N 24035’14.6”

E 74037’23.8”


120m

6 m Domestic &

Agriculture

7. JAVDA BORE

WELL

N 24036’17.8”

E 74036’39.3”


121 m

6 m Domestic

8. KHARIYA

KHODI

BORE

WELL

N 24036’17.9”

E 74036’08.9”

459 26.08 432.92 Submersible 8 feet,

152 m

6 m Domestic &

Agriculture

9. SANGRIYA BORE

WELL

N 24039’11.6”

E 74037’43.0”

465 80 385 Submersible 8 Inch,

152 m

6 m Domestic

10. SANGRIYA BORE

WELL

N 24038’39.4”

E 74037’33.0”


152 m

6 m Agriculture

11. BODOLI

MADHO

SINGH

BORE

WELL

N 24037’41.8”

E 74037’57.9”


167 m

6 m Domestic

12. DORIYA BORE

WELL

N 24035’48.8”

E 74035’13.4”


182 m

6 m Domestic

13. DEVAL

KHEDI

OPEN WELL N 24035’51.4”

E 74033’25.4”

470 15.11 454.89 Manual 2 m,

20 m

3 m Not in Use



17

14. DURJAN JI

KA KHERA

OPEN WELL N 24037’13.0”

E 74033’53.4”

471 22.15 448.85 Manual 3 m,

26 m

6 m Domestic &

Agriculture

15. JHARSADRI BORE

WELL

N 24038’30.3”

E 74033’59.5”


121 m

6 m Agriculture

16. LASSAVAN OPEN WELL N 24038’56.8”

E 74034’23.3”

462 20.21 441.79 Manual 2 m,

26 m

3 m Agriculture

17. BALNATH KA

KHERA

OPEN WELL N 24037’49.0”

E 74032’52.3”

471 24.05 446.95 Manual 3 m,

26 m

6 m Domestic &

Agriculture

18. MAN JI KA

GHUDA

BORE

WELL

N 24038’20.1”

E 74031’27.4”


167 m

6 m Domestic

19. PIPHIYA KA

KHERA

BORE

WELL

N 24039’59.3”

E 74031’50.5”


128 m

4 m Agriculture

20. BALIYA KI

DHANI

BORE

WELL

N 24041’30.4”

E 74031’41.2”


128 m

6 m Domestic

21. GULAB JI KA

GHURA

BORE

WELL

N 24040’47.1”

E 74031’21.1”


91 m

3 m Agriculture

22. SAND BORE

WELL

N 24043’40.9”

E 74033’39.6”


137 m

4 m Agriculture

23. SHERGARH BORE

WELL

N 24043’11.3”

E 74034’26.6”

454 25.0 429 Submersible 8 Inch,

182 m

6 m Agriculture

24. DHENARI BORE

WELL

N 24044’47.9”

E 74034’43.4”


167 m

6 m Domestic &

Agriculture

25. SAVA BORE

WELL

N 24045’52.8”

E 74034’37.2”


228 m

4 m Agriculture

26. KARUNDA OPEN WELL N 24041’40.7”

E 74036’12.7”

440 15.56 424.44 Manual 2 m,

26 m

3 m Not in Use

27. KESARPURA BORE

WELL

N 24046’06.4”

E 74037’00.0”


182 m

6 m Agriculture



18

28. JORAVER

SINGH KA

KHERA

BORE

WELL

N 24044’33.0”

E 74035’50.0”


182 m

6 m Domestic &

Agriculture

29. AMARPURA BORE

WELL

N 24043’26.5”

E 74035’58.5”


182 m

4 m Domestic &

Agriculture

30. PALRI BORE

WELL

N 24040’45.0”

E 74034’11.0”


150 m

6 m Domestic &

Agriculture

31. PHALWA BORE

WELL

N 24040’36.0”

E 74035’48.4”


91 m

8 m Domestic &

Agriculture

32. MALIYA

KHERA

BORE

WELL

N 24040’53.6”

E 74036’30.9”


90 m

6 m Domestic

33. PHACHER

AURICAN

BORE

WELL

N 24040’08.7”

442 80 362 Submersible 8 Inch,

91 m

12 m Domestic &

Agriculture

34. RASULPURA BORE

WELL

N 24039’56.8”

E 74038’45.4”


110 m

3 m Domestic &

Agriculture

35. RAMAKHER

A

BORE

WELL

N 24043’48.7”

E 74038’16.1”


115 m

6 m Domestic &

Agriculture

36. KALYAN

PURA

BORE

WELL

N 24036’44.7”

E 74042’36.9”


167 m

6 m Domestic

37. ARNIYAMEH BORE

WELL

N 24038’19.3”

E 74042’52.7”


167 m

6 m Domestic

38. KARTHAVA BORE

WELL

N 24038’56.3”

E 74041’57.7”


167 m

6 m Agriculture

39. BADOLI KA

GLUTA

BORE

WELL

N 24039’59.5”

E 74042’02.6”


20 m

6 m Domestic

40. SOUBLA KA

KHERA

BORE

WELL

N 24040’55.8”

E 74041’41.0”


120 m

6 m Domestic &

Agriculture

41. MOTHA BORE

WELL

N 24040’45.8”

E 74042’31.6”


110 m

6 m Domestic

42. KRIPARAN JI

KA KHERA

BORE

WELL

N 24042’31.7”

E 74043’09.0”


90 m

3 m Agriculture



19

******

43. KRIPARAN JI

KA KHERA

BORE

WELL

N 24042’54.8”

E 74043’20.1”


110 m

6 m Domestic &

Agriculture

44. SATPHANDA OPEN WELL N 24044’52.2”

E 74038’31.4”

431 15.25 415.75 Manual 4 m,

20 m

3 m Domestic &

Agriculture

45. SITARAM JI

KA KHERA

OPEN WELL N 24043’48.7”

E 74038’31.4”

429 11.11 417.89 Manual 2 m,

20 m

2 m Domestic &

Agriculture

46. UNCHALIYA OPEN WELL N 24045’00.0”

E 74041’23.2”

424 13.59 410.41 Manual 3 m,

20 m

6 m Domestic &

Agriculture



20

CHAPTER - 3

GROUND WATER RESOURCES

EVALUATION

AND

IMPACT OF MINING ON WATER REGIME

Ground water resources of an area can be distinguished under two categories:-

1. Dynamic ground water resources

2. Static ground water resources

DYNAMIC GROUND WATER RESOURCES

Dynamic ground water is that amount of water, which is found in the natural zone of fluctuation

in an aquifer due to ground water recharge. Total ground water recharge (RT ) of the area can be

estimated by assessing the various components of the following equation: -

RT = Rr+ Rs+ RI+ Sr+ Rc - - - - - - - - - - - - - - - (I)

Where,

Rr = Recharge from Rainfall.

Rs = Recharge from Irrigation due to surface water.

RI = Recharge from Irrigation due to ground water.

SI = Recharge through surface water bodies.

Rc = Recharge to confined aquifers.

GROUND WATER RESOURCES IN THE CORE ZONE

MINING LEASE AREA

The mining lease area covers 7.4093 Sq.km. and WCL has already acquired. The main source of

ground water recharge is recharge due to rainfall by direct percolation and due to return flow

from applied irrigation.



21

RECHARGE DUE TO RAINFALL (Rrm)

(A) BY GROUNDWATER TABLE FLUCTUATION METHOD:

Recharge due to rainfall is computed by specific yield water table fluctuation method as below:

Rr = A S.F Sy ------------------------------- (III)

Where,

Rr = Recharge due to rainfall in the investigated area.

A = Rechargeable area = 7.4093 Km2

S.F.= Seasonal fluctuation in water level.

= 4 m. as observed

Sy = Specific yield = 3% for Limestone aquifer (As per available reports of Govt.

agencies).

Therefore,

Rr = 7.4093 106 x 4 0.03

= 0.88 mcm/annum

Rr1m 0.88 mcm/annum

(B) BY RAINFALL INFILTRATION FACTOR METHOD:

In areas where groundwater level monitoring is not adequate, rainfall infiltration may be adopted.

The ground water estimation committee, Govt. of India (1997) has suggested norms of recharge

from rainfall under various hydro geological conditions. For areas as that of Nimbahera having

consolidated sedimentaries and favourable hydro geological conditions of shallow water level

and well-developed drainage, rainfall infiltration factor has been suggested as 10% to 20% of the

normal rainfall. At a minimum level infiltration factor for the area can be taken as 12%.

Rr2m = area x rainfall of study period x R.I. factor

= 7.4093 x 106 x 0.902 x 0.12

= 0.80 mcm/annum

0.80 mcm/annum

COMARISON OF RECHARGE

A. Recharge from water table fluctuation method = 0.88 mcm

B. Recharge from rainfall infiltration method = 0.80 mcm



22

PD = {(A - B)/B} x 100

= {(0.88 – 0.80)/0.80} x 100

= {(0.08)/0.80} x 100

= 10%

Since the percentage of deviation (10%) is less than +20%, the recharge coefficient is taken as

the value estimated by the water table fluctuation method.

RECHARGE FROM RAINFALL = 0.88MCM

TOTAL DYNAMIC RESERVES FOR MINE AREA

Considering all above recharge components, total dynamic reserves in the investigated area will

be:

RTm = Rrm

RTm = 0.88 mcm/annum

RTm = 0.88 mcm/annum

GROUND WATER DRAFT

Ground water draft in the area can be estimated by assessing the various components of the

following equation:

DT = Di + Dd + Din + Dw + Det + Do---------------------- (B)

DT = Total ground water draft

Di = Ground water draft for irrigation in the area

Dd = Ground water draft for domestic use in the area

Din = Ground water draft for industrial use in the area

Dw = Ground water draft for irrigation & domestic use around

the area in the radius of influence.

Det = Ground water draft by way of evapotranspiration.

Do = Ground water draft as out flow from unconfined aquifer.



23

MINE AREA

From equation no. (B)

DT = Di Dd Din Do Det

In the investigated area, ground water draft will occur only through existing ground water

structure, which is constructed in the mining lease area and being used for the industrial purpose.

Evapo-transpiration losses are negligible as water table is deep. So at present there is no other

ground water draft in the investigated area.

Hence ground water draft can be computed by reducing the equation (B) to:

DTm = Din

There is only one tube-well in the mining lease area having 20 Cu.m/day of discharge. Hence

Din = 20 x 330 = 0.0066 mcm/annum

Din = 0.0066 mcm/annum

Hence total ground water draft in the mining area will be

DTm = 0.0066 mcm/annum

GROUND WATER RESOURCES (BUFFER ZONE)

The area of Buffer zone (314Sq.km. - 7.4093 Sq.km = 306.59 Sq.km.) lies in Nimbahera &

Chittorgarh block. This buffer zone has limestone and shale as main aquifer. Limestone aquifer

zone is partly irrigated by the canal system therefore gets more ground water recharge from the

return flow of the irrigation water as compared to the area which is not irrigated by the canal and

is irrigated only by wells and tubewlls.

RECHARGE DUE TO RAINFALL (RrB)

(A) BY GROUNDWATER TABLE FLUCTUATION METHOD (Rrtf):

The groundwater recharge for the buffer zone has to be calculated separately for limestone and

shale aquifer zones.

Limestone Potential zone

Non Command area 168 Sq.km



24

Shale Potential Zone

Non Command Area 138.59 Sq.Km

It has been observed in the key wells penetrating the limestone and shale aquifer average

fluctuation in water table was 4.0m in limestone and 6.0m in shale aquifer.

Recharge due to rainfall in the buffer zone is computed by specific yield water table fluctuation

method as below: -

Limestone area (Rr1)

Rrtf1 = A S.F Sy

= 168 x 4.0 0.03

= 20.16 mcm/annum

Shale area (Rr2)

Rrtf2 = A S.F Sy

= 138.59 x 6.0 0.015

= 12.47 mcm/annum

Rrtf = Rrtf1+ Rrtf2

= 20.16 + 12.47

= 32.63 mcm/annum

(B) BY RAINFALL INFILTRATION FACTOR METHOD:

The ground water recharge can also roughly estimated by rainfall infiltration method. The ground

water estimation committee, Govt. of India (1997) has suggested norms of recharge from rainfall

under various hydro geological conditions. For areas as that of Nimbahera having consolidated

sedimentaries and favourable hydro geological conditions of shallow water level and well-

developed drainage, rainfall infiltration factor has been suggested as 6% to 10% of the normal

rainfall. At an average level infiltration factor for the area can be taken as 8%.

Rr2 = area x mean annual rainfall x R.I. factor

= 306.59 x 106 x 0.902 x 0.08

= 22.12 mcm/annum



25

COMARISON OF RECHARGE

A. Recharge from water table fluctuation method = 32.63 mcm

B. Recharge from rainfall infiltration method = 22.12 mcm

PD = {(A - B)/B} x 100

= {(32.63 – 22.12)/22.12} x 100

= {(10.51)/22.12} x 100

= 47.5%

Since the percentage of deviation (47.5%) is greater than +20%, the recharge coefficient taken as

equal to 1.2 times the value estimated by the rainfall infiltration method.

RECHARGE FROM RAINFALL = 22.12 x 1.2 = 26.54MCM

RECHARGE DUE TO APPLIED IRRIGATION (RIB)

Ground water recharge from the return flow of irrigation water is normally taken as 30% of the

total water applied for irrigation as suggested by the committee. Ground water recharge from the

above factors is as under

38.64 x 0.3 = 11.59 mcm/annum

RIB = 11.59 mcm/annum

RECHARGE DUE TO SURFACE WATER BODIES (SIB)

As per the land use pattern of the buffer zone total area under surface water bodies work out to be

7.9941 Sq.km. As per the GWEC ground water recharge through surface water bodies can be

taken as 40% of the total spread area. Hence Ground water recharge from the above factors is as

under

7.9941 x 0.4 = 3.19 mcm/annum

SIB = 3.19 mcm/annum

TOTAL RECHARGE OF BUFFER ZONE (RTB)

RTB = RR + RIB + SIB

= 26.54 + 11.59 + 3.19

RTB = 41.32 mcm/annum

GROUND WATER DRAFT OF BUFFER ZONE

From equation no. (B)

DTB = DiB DdB DinB DoB DetB



26

In the investigated area, ground water draft will occur due to applied irrigation, due to domestic

use, due to industrial use. Evapotranspiration losses are negligible as water table is deep. Hence

ground water draft can be computed by reducing the equation (B) to:

DTB = DiB DdB DinB

DRAFT DUE TO APPLIED IRRIGATION (DiB)

The ground water draft in the buffer zone takes place mainly by dug well and tubewells used for

irrigation. There are about 1295 dugewells/tubewells tapping limestone aquifer. In addition to

that there are about 1278 dugewells tapping shale in the remaining part of the buffer zone. It has

been stated earlier that in limestone area it is about 150 cum/day and in shale area it is 100

cum/day. The annual draft has been calculated after considering that these structures will operate

only for four months a year. The annual ground water withdrawal from these wells is as under:

Limestone area

1295 x 150 x 120 = 23.31 mcm/annum

Shale area

1278 x 100 x 120 = 15.33 mcm/annum

DiB = 38.64 mcm/annum

DRAFT DUE TO IDUSTRIAL USE (DinB )

J.K. Thermal, Shambhupura, Wonder Cement, Lafagre India Ltd, & Aditya Cement Works lies in

the buffer zone, has also been using the ground water for its industrial purpose. It has been

reported that each industry has about 2000Cum/day of water requirement, except Aditya Cement

Works which has water requirement of 2500KLD.

Hence, total draft due to industrial uses is

= (3 x 2000)+2500

= 8500 cum/day

DinB = 2.80 mcm/annum

DRAFT DUE TO DOMESTIC & LIVESTOCK USE (DdB )

In the buffer area, the population is about 140043 according to Census figures for 2001.

As population growth percentage has been @ 16.09 % per annum since 2001, the present



27

Population is estimated at 162576 persons Considering 100 litters (0.1 m3) as domestic

consumption in rural and semi urban area (as per GERC Report 1997), the total water withdrawal

for domestic use will be:

DdB = 162576 x 0.1 x 365

= 5.93 mcm/annum

For livestock draft can be taken as 10% of the draft for domestic purpose, which works out to be

5.93 x 0 .1 = 0.593 mcm/annum

Hence total water requirement for Domestic and livestock use will be

DdB = 5.93 + 0.593 = 6.523 mcm/annum

DRAFT DUE TO OURFLOW FROM UNCONFINED AQUIFER (DOB)

As per the GWEC, 20% of the total ground water recharge can be taken as the unaccounted

outflow from the unconfined aquifer. Hence

DoB = 41.32 x 0.2

=8.26mcm/annum

TOTAL DRAFT IN THE BUFFER ZONE

DTB = DiB DinB DdB + DoB

= 38.64 + 2.80 + 6.523 + 8.26

DTB = 56.22 mcm/annum

Total ground water recharge is 41.32mcm/annum and total ground water pumpage is 56.22 mcm,

indicating that the area is overexploited and present stage of ground water development is 136%

of the ground water recharge.

GROUND WATER ALLOCATION FOR FUTURE DOMESTIC USE

The net annual ground water availability is to be apportioned between domestic uses, as per the

National Water Policy, Requirement for Domestic water supply is to be accorded priority. The

population will be 203917 as per the projection by 2036 at the growth rate of 16.09%.

Allocation for Domestic water requirement =

= 203917 x 0.1 x 365



28

= 7.44 mcm/annum

Hence the Future Ground water allocation will be:

= 7.44 – 5.93

= 1.51 mcm/annum

AQUIFER PERFORMANCE TEST

Ground water is a replenishable resource, the quantification of which is of great importance for

drawing up plans for utilization and forms an important aspect in judging the potentiality of an

area in the line of total water requirement. A judicious exploitation of ground water resources can

not be planned without the basic knowledge of ground water hydraulics which is used in

evaluating aquifer parameters for predicating total water resources.

Hydraulic parameters of aquifer system are determined by conducting aquifer performance test at

optimum extraction rate on representative set of exploratory & observation tubewells.

Observation during aquifer performance test includes measurement of water levels and discharge

rate. Water levels were measured with the help of water level indicator and the yield was

measured with the help of water meter installed at the outlet delivery pipe. The effect of pumping

was measured in both pumping well at standard interval for 1050min. data collected during the

test were subject to analysis by Jacob’s method to calculate hydraulic parameters of aquifer. In

the present area, aquifer performance test were conducted on one set of exploratory &

observation tube wells.

The details of aquifer performance test data are given in the following pages:

Step draw down test:

A step draw down test is one in which the discharge rate is changed in controlled stages. The

discharge rate is maintained at a constant value within the stage. The test is generally carried out

in three steps. Drawdown measurements are taken throughout the test with each step and

maximum drawdown of the well is recorded. The data obtained from the test are utilized in

working out long duration pumping rate based on the characteristics determined as a result of

test.

The pumping well was subjected to step drawdown test in 3 stages of 100 min. each with the

help of multistage 10hp submersible pump and control valve.



29

AQUIFER PERFORMACE TEST DATA

EXPLORATORY WELL

Depth of tubewell = 120 M.

Diameter of tubewell = 200 M.M.

Static water level = 17.51 M.

Yield = 15000 LIT/HR.

PUMPING DATA

Pumping TW No. :- 1 S.W. L. :- 17.51 m.

Time since

pumping

started

(min.)

Water level

(m)

Draw Down (m) Time since

pumping

started

(min.)

Water Level

(m)

Draw Down (m)

1 21.75 4.24 90 27.83 10.32

2 23.77 6.26 100 27.9 10.39

3 24.58 7.07 150 28.01 10.5

4 25.03 7.52 200 28.13 10.62

5 25.98 8.47 250 28.19 10.68

6 26.12 8.61 300 28.25 10.74

7 26.2 8.69 350 28.28 10.77

8 26.4 8.89 400 28.29 10.78

9 26.45 8.94 450 28.3 10.79

10 26.61 9.1 500 28.32 10.81

15 26.86 9.35 550 28.32 10.81

20 27.01 9.5 600 28.34 10.83

25 27.28 9.77 700 28.37 10.86

30 27.33 9.82 750 28.38 10.87

35 27.33 9.82 800 28.39 10.88

40 27.4 9.89 900 28.4 10.89

45 27.53 10.02 1000 28.41 10.9

50 27.6 10.09 1050 28.41 10.9

55 27.66 10.15

60 27.76 10.25

70 27.79 10.28

80 27.83 10.32

HYDRAULIC PARAMETERS:

Transmissivity:



30

Transmissivity of the aquifer is determined based on Jacob’s straight line method, which present

good empirical technique to arrive at most useful hydraulic parameter for the aquifer using

second segment of time residual drawdown curve spread over one log cycle.

First Segment

T = 2.3 Q/ 4π Δs

Where,

T = Transmissivity of aquifer in m2/day

Q= optimum yield at which test was carried out = 360 m3/day

S= drawdown intercept for one log cycle = 9.4 m (Fig.1)

T = (2.3 x 360)/ (4 x3.14 x 9.4)

= 7.0131 m2/day

Second Segment

T = 2.3 Q/ 4π Δs

Where,



S= Drawdown intercept for one log cycle = 1.4 m (Fig.1)

T = (2.3 x 360)/ (4 x3.14 x 1.6)

= 47.09 m2/day

Third Segment

T = 2.3 Q/ 4π Δs

Where,



S= residual drawdown intercept for one log cycle = 0.4 m (Fig.1)

T = (2.3 x 360)/ (4 x 3.14 x 0.4)

= 164.80m2/day

Average Transmissivity

= 7.01 + 47.09 + 164.80/3

= 218.90/3



31

= 72.96 m2/day

Hydraulic Conductivity:

This parameter is defined as rate of flow of water through one meter thickness of aquifer from

unit cross sectional area. It is determined by the formula:

K = T/b

Where,

T= Transmissivity of the aquifer = 72.28 m2/day

b= saturated thickness of the tested well = 110.49m (Depth of well – water level)

K = 72.96/110.49

= 0.66 m/day

K = 0.66 m/day

Hydraulic Gradient:

As per the water level contour map of the buffer zone hydraulic gradient works out to be 2.58

m/km.

IMPACT OF MINING ON GROUND WATER REGIME

The ground water assessment studies carried out for the mining lease area indicates that there is

surplus exploitable ground water potential of 0.88 mcm it is because of adequate ground water

recharge from rainfall and negligible groundwater extraction in the mining lease area measuring

7.4093 sq.km. it is therefore clear that core area is not overexploited as compared to the buffer

zone.



32

It is therefore observed that mining of limestone has not affected the ground water recharge. On

the contrary, there is surplus ground water potential in the lease area as compared to its adjoining

buffer zone.

During The hydrogeological investigation it has also been observed that occurrence of ground

water is generally controlled by deep seated fractures found at a depth at different depths. It is

also observed that ground water also occurs in perch condition or in localised pockets at different

depth resulting in huge variation in water table throughout the area. In mining lease area most of

the tube wells having depth of 50 to 60m are dry. Even in post-monsoon season, during pumping

of tubewells, water level goes down upto 70 meter. As such the pumping level in the area in post-

monsoon season is about 70 meter. Hence even at the conceptual level, when mining will achieve

an average depth of 122m, possibilities of getting groundwater seepage is very remote.

It has been proposed that limestone production from Wonder limestone mine will be confined

upto a depth of 114m bgl at the conceptual stage. General surface RL at pit 1 is 452 MRL. Out of

365 Ha of excavated area 320 ha will be left as water reservoir. The details of existing and

different stage of mining is given in table below

Details of Excavated /Open Area of mining Pit , Bhatkotri mine

S.No. Year of Mining Pit No.

Depth

of Pit

(m in

bgl)

Max.

length of

Pit

(m)

Max.

Width of

Pit

(m)

Net area

excavated/available

during the year- after

back filling

(Hect.)

1 1st. Year (End of

2013 - 14) Pit -1 14 554 450 24.95

2 2

nd Year (End of 13-

14) Pit-1 30 730 500 28

3 5th. Year (End of

2017 - 18)

Pit - 1 30 1000 588 58.80

Pit -2 30 585 540 31.59

Total 90.39

3

10th.. Year (End of

2022 - 23)

(Both pits connected)

Pit - 1 44 900 1340 120.60



33

4 15th. Year (End of

2027 - 28) Pit - 1 54 1120 1370 153.44


2032 - 33) Pit - 1 64 1340 1455 194.97


2037 - 38) Pit - 1 64 1630 1580 230.54


2042 - 43) Pit - 1 64 1800 1680 274.40


2047 - 48) Pit - 1 64 1900 1700 295.00


2052 - 53) Pit - 1 64 1950 1750 310.25


2057 - 58) Pit - 1 74 2000 1910 349.00


2062 - 63) Pit - 1 84 2050 1920 359.60

12

53rd. Year (End of

2065 - 66)

Ultimate Pit

Pit - 1 122 2094 1934 365.00

Extents of Present Workings

Mine workings have been divided into two pits, namely Pit1 and Pit2,.

Pit1

Work is being carried out in Pit1 since 2012. The total open up area and depth (extreme) in

March 2014-15 are given below:

Area - 39.96Hact

Depth – 420 mRL (30 m bgl)

Depth of water table - Pre monsoon – 410 to 405 MRL (40-45 m bgl)

Post Monsoon – 421 to 418 MRL (29 – 32 m bgl)

YEAR-WISE DEVELOPMENT

No overburden is found in the area as limestone is directly exposed. They are mined separately

and dumped in dump yard. The ramps and haul roads are maintained upto working faces in each

block. The year wise development for the first five years is being given in the table.



34

Year Pit

no.

Bottom

Bench

RL

Average

Top RL

Water

Table RL

(Pre

Monsoon)

Water

Table RL

(Post

Monsoon)

Pit size

(Hect.)

Direct rainfall

accumulation

(Ax rainfall x0.9

(m3)

I Pit-1 434 450 410 421 24.95 185702

(2012-

13) Pit-2

- - - - - -

II Pit-1 420 450 410 421 28 208404

(2013-

14) Pit-2

- - - - -

III

(2014-

15)

Pit-1 420 450 410 421 39.96 297422

Pit-2 420 - - - -

IV

2015-16

Pit 1 420 450 410 421 51.33 382049

Pit 2 420 450 410 421 17.18 127870

V

2016-17 Pit 1

420 450 410 421 58.80 437648

Pit 2 420 450 410 421 31.59 235124

ANTICIPATED LIFE OF MINE

Considering present production capacity of 9.10 MTPA, the life of mine will be approximately

53 years.

CONCEPTUAL MINING PLAN

Mine Development Deposit has been established by carrying out exploration work upto 330

mRL. Therefore mining is proposed upto 330mRL. The average top RL is 450 m i.e. mining upto

120 from the surface. In this manner 10 benches each of 10 m height will be formed upto 330

mRL. An earthen protective fencing-cum-greenbelt site with the help of waste rocks will be

provided all around the pits. Area proposed for mining is 365 ha. Out of which 45ha. Will be

back filled and the void left unfilled is an area of 320 Ha shall be converted into water reservoir

and this will be filled with water during rainy season and will be very useful in this water scarcity



35

area. These will also recharge the ground water table of the area. Plantation has been proposed in

75 hectares including waste dumping area.

Ultimate Size of the Pits

The ultimate size of the pits is given below and shown on conceptual plan.

Pit No. Area Depth

Pit -1 365 Hectares 330 MRL

Existing Land use pattern

There is no forest land in the lease area. The lease area is 740.93 hectares. The land

use pattern as on March 2013 of the area is given below:

(i) Area under mining 24.95 Hectares

(ii) Area covered by dumps 1.23 Hectares

(iii) Infrastructure 12.74 Hectares

(iv) Greenbelt 10.03 Hectares

POSSIBLE GROUND WATER SEEPAGE AT DIFFERENT STAGE OF MINING

FOR PRESENT MINING PLAN YEARS (UPTO END OF 2016-17)

Upto end of present mining plane 2017-18, mining will attain a depth of 420 MRL from

ground level in both pit 1 & pit 2 and water level are 405 MRL & 421 MRL in Pre & post

Monsoon period respectively. Hence, there is no possibility of ground water seepage in both the

pits.

After 10th

year (2021-22):-

In this year the mining depth will be 44 m bgl (406 MRL) at this stage both the pits will be

connected and water level are 405 MRL & 421 MRL in Pre & post Monsoon period

respectively Hence has possibility of ground water seepage. Ground water inflow in the mine is

calculated using Darcy Low.

Q = KIA

Where

Q = inflow of water in Cum/day

K= Hydraulic Conductivity = 0.66 m/day

I= Hydraulic gradient = 2.58/1000



36

A= Cross sectional area

Depth of Mining = 44m

Water levels

Post Monsoon period = 29 to 32m (418 to 421MRL)

Pre Monsoon Period = 40 to 45m (405 to 410MRL)

PRE MONSOON PERIOD

A= Cross sectional area = 1340 x 4.

Q = 0.66 x 2.58/1000 x 1340 x 4

= 9.1 Cum/day ---------(a)

Considering 90 days as the period for pre monsoon season, ground water seepage works out to

be

= 9.1 x 90 = 819 Cum/annum (Considering 90 days)

POST MONSOON PERIOD


Q = 0.66 x 2.58/1000 x 1340 x 15

= 34.2 Cum/day ---------(b)


be

= 34.2 x 270 = 9234 Cum/annum (Considering 270days)

After 15th

Year (2026-27)

In this year the mining depth will be 54m bgl (398 MRL) and water level are 405 MRL & 421

MRL in Pre & post Monsoon period respectively. Hence has possibility of ground water

seepage. Ground water inflow in the mine is calculated using Darcy Low.

Q = KIA

Where

Q = inflow of water in Cum/day

K= Hydraulic Conductivity = 0.66 m/day

I= Hydraulic gradient = 2.58/1000

A= Cross sectional area



37


Water levels



PRE MONSOON PERIOD


Q = 0.66 x 2.58/1000 x 1370 x 14

= 29.6 Cum/day ---------(a)

Considering 90 days as the period for pre monsoon season, ground water seepage works out to be


POST MONSOON PERIOD


Q = 0.66 x 2.58/1000 x 1370 x 25

= 58.3 Cum/day ---------(b)


be


AFTER 20TH

YEAR (2031-32)


MRL in Pre & post Monsoon period respectively Hence has possibility of ground water seepage.

Ground water inflow in the mine is calculated using Darcy Low.

Q = KIA


Water levels



PRE MONSOON PERIOD


Q = 0.66 x 2.58/1000 x 1455 x 24

= 59.5 Cum/day ---------(a)



38



POST MONSOON PERIOD


Q = 0.66 x 2.58/1000 x 1455 x 35

= 86.7 Cum/day ---------(b)


be


AFTER 30TH

YEAR (2041-42)


MRL in Pre & post Monsoon period respectively.Hence has possibility of ground water seepage.


Q = KIA


Water levels



PRE MONSOON PERIOD


Q = 0.66 x 2.58/1000 x 1680 x 24

= 68.6 Cum/day ---------(a)



POST MONSOON PERIOD


Q = 0.66 x 2.58/1000 x 1680 x 35



39

= 100.1 Cum/day ---------(b)


be


AFTER 45TH

YEAR (2056-57)

In this year the mining depth will be 74m bgl (378 MRL) water level are 405 MRL & 421 MRL

in Pre & post Monsoon period respectively. Hence has possibility of ground water seepage.


Q = KIA


Water levels



PRE MONSOON PERIOD


Q = 0.66 x 2.58/1000 x 1910 x 34

= 110.5 Cum/day ---------(a)



POST MONSOON PERIOD


Q = 0.66 x 2.58/1000 x 1910 x 35

= 146.3 Cum/day ---------(b)


be




40

AT CONCEPTUAL STAGE

AFTER 53TH

YEAR (2064-65)


MRL in Pre & post Monsoon period respectively. Hence has possibility of ground water

seepage. Ground water inflow in the mine is calculated using Darcy Low.

Q = KIA

Depth of Mining = 122 m

Water levels



PRE MONSOON PERIOD


Q = 0.66 x 2.58/1000 x 1934 x 82

= 270 Cum/day ---------(a)


= 270 x 90 = 24300 Cum/annum (Considering 90 days)

POST MONSOON PERIOD


Q = 0.66 x 2.58/1000 x 1934 x 93

= 306.26 Cum/day ---------(b)


be


This seepage calculation at conceptual stage has been done considering the post monsoon

water levels and also considering that even at the conceptual stage water level will remain

same.

From Above calculation it is apparent during the present mining period i.e. upto 2016-17 mining

will be above water table. In year 2021-22 possibility of getting ground water seepage is there

and it works out to be 34.2 cum/day and at the conceptual stage when mine development will be

at maximum level works out to be 306.1 cum/day. This calculation is based on the assumption



41

that water level will remain same even at the conceptual stage. Beside that total open up area of

365 Hect will have 2.29 mcm of rainwater as direct accumulated water in the mine pit. With the

passage of time and development of pit the accumulated seepage & rain water will be utilized for

Industrial, community use or supply to the nearby villagers for agriculture purpose.

IMPLEMENTED RAINWATER HARVESTING MEASURES

NEED FOR ARTIFICAL GROUND RECHARGE

Based on the assessment of long term ground water recharge and total requirement & proposal of

meeting this requirement from ground water but by doing this status of ground water become

overexploited. To minimize the effect on ground water status, it is necessary that ground water

storage of the area must be augmented by rainwater harvesting so that the existence of industry

does not adversely effects the ultimate ground water status.

NATURE OF PROBLEM

Rainfall is only source of water in the area; rainfall & evapo-transpiration are two major factors

controlling the quantum of rainwater available for recharge. The investigated area receives

rainfall for just 26 to 30 days a year. Thus not only the total rainfall but also its availability is

confined to few days during which entire water resources planning has to be done.

The other important factors controlling the natural recharge to ground water are rainfall intensity,

hydrogeology & depth of water level. It is observed that majority of rainfall occurs in 3-5 major

storms lasting only a few hours. Natural recharge to ground water is further restricted due to

impervious hard strata. Some of water, which infiltrates during rainy period, is entrapped in the

soil and it never reaches the water level. This water is ultimately lost due to potential evapo-

transpiration. The rates of potential evapo - tranpiration (PET) is very high in the area. On an

average, Annual PET is higher than the rainfall in the area. Thus any artificial recharge by

indirect techniques should be such that most of the water stored on surface is put to ground water

within the shortest possible time to avoid losses.

As indicated earlier, hydro geologically the area is composed of hard rock and for artificial

ground water recharge Injection wells & open wells will be most feasible recharge techniques.

This will help in augmenting the groundwater storage around the tube wells and open wells so

that they can sustain in long term.



42

METHODS OF RAINWATER HARVESTING SYSTEM

Following methods shall carry out the rainwater harvesting……

1. Surface rainwater runoff available from paved area, green area and open land shall be used

for recharging through injection wells.

2. Surface runoff of rainwater available in seasonal nalas entering in the mining area from

South & western side used for recharge by check bund with injection wells.

Mine pit at the WCL (Both figures)

GROUND WATER RECHARGE MEASURES AT WONDER CEMENT LTD

1. Open land (Mine Area)

WCL has mine lease area measuring about 7409300 SqM area. Taking 4% as natural

recharge coefficient for Limestone area and long term annual rainfall of the site as 827 mm

(Table :1), expected recharge to underground aquifer will be:

= 7409300 x 0.827 x 0.04

= 245099 Cum. --------------- (A)

2. Anicut on Nala passing through WCL Plant

One prominent seasonal nalla flows with trend south to north in almost centre part of cement plant

area. The nalla pasing from north east of kachriyakhera village-through south east of Javda

village- west of Baroli Madhosing –west of Borakheri –east of Sangaria – south west of

Rasulpura. The trend of nalla is SSW to NNE. Drainage and small tributaries merge in nalla



43

which then meets in the Murliya reservoir in Bansa village and ultimately approaches in the

Gambhiri river.

Total catchment area of these nalas from its originating point to the entrance point of plant area

has been calculated. It works out to be 4000000 Sq.m. Taking 35% as the runoff coefficient for

gently sloping barren land average runoff available has been calculated as under:

Catchment area = 4000000 Sq.m.

Runoff coefficient = 35%

= 4000000 x 0.827 x 0.35

Available Runoff = 1157800 Cum/ annum

Expected recharge = 1157800 x 0.8

= 926240 cum/annum --------------- (B)

As this runoff water is available in a seasonal nala. to get maximum amount of water for

injection Two anicut with 1 m height and 4m length has been constructed. as shown in Fig 1

& 2



44

Table 1: Long term rain fall data of site

Year Annual Rainfall

1982 937.2

1983 983.8

1984 958.2

1985 613.5

1986 826.1

1987 734

1988 459

1989 975.4

1990 1075.2

1991 882.2

1992 1167

1993 719

1994 910

1995 515

1996 1043

1997 579

1998 607

1999 650

2000 542.8

2001 666

2002 406.5

2003 887.8

2004 881

2005 787

2006 1378

2007 728

2008 905

2009 600

2010 891

2011 1119

2012 1138

2013 902

Long term Average 827

Average of last 10 years 903

Source – Water Resources Department, Govt. of Rajasthan



45

Photogarhpes of Anicut

FIG-1 ; Anicut on nallah passing through WCL plant

FIG-2; Anicut –II on nallah passing through WCLplant



46

3. Recharge due to mining pit

Rain water is stored in mining sump pit which has current storage capacity of 340000

mcm. For area having limestone/clayey formation the infiltration factor can be considered as

8 % (as per ground water estimation resources estimation committee report.

Recharge volume = 340000 x 0.08

= 27200 cum /annum

4. Recharge due to stone quarry

There are two stone quarries adjoin the mine lease area. These stone quarries have average

depth of 6 m. Rain water is collected in these quarries in monsoon season and remain in the

pit for 5-6 months. Average water level in quarries can be considered as 3 m. Water seepage

from unlined water body can be 8 % as per ground water estimation resources estimation

committee report. Recharge from stone quarries will be:

Area x average depth of water column x percentage of seepage

= (25875+12000) x 3 x 0.08

= 9090 cum/annum

5. Rain water harvesting in Cement Plant & Mines

There are tube wells/ open wells located at different places approximately at equal distance

along the path of storm water drainage inside the cement plant and limestone mines. Existing

tube wells/ open wells are being used for rain water harvesting (Fig - 4). Rain water from

plant buildings, plant floors and unpaved land are being /will be collected in storm water

drains and is discharged in the well located in each zone.

Silt and rubbish in the storm water are being removed to prevent its entry into the wells.

Deposition of silt and trash will reduce capacity of bore well and open wells. Silt and trash is

also removed in the silting chamber and sand-gravel filter. Silt chamber & filter of existing



47

rain water harvesting structures has been constructed as per CGWA guidelines as shown in

the Fig -3.

Six number rain water harvesting structures have been constructed as marked in Fig -4 and

Fig-3. Photographs of the same is shown in Fig 5 to 10.

FIG 3: Filter & Silting Chamber for Rain Water Harvesting Structure



48

Fig – 4 : Location of existing open wells, Tube wells & rain water Harvesting Structures



49

Fig. 5 : Photographs of rain water harvesting structures on bore well No.1

Fig. 6 : Photographs of rain water harvesting structures on bore well No.2



50

Fig. 7 : Photographs of rain water harvesting structures on open well No.3

Fig. 8 : Photographs of rain water harvesting structures on open well No.4



51

Fig. 9 : Photographs of rain water harvesting structures on open well

No.5

Fig. 10 : Photographs of rain water harvesting structures on open well

No.6



52

Rainfall Recharge inside the Industrial Unit

5.1 Roof Top Rainwater Runoff

The Industry has setup a cement plant and residential area for the staff. These areas have

different buildings with RCC and V shaped roof. To collect water from flat RCC roof drainpipes

have been installed in the buildings. These drain pipes are connected to main rainwater

collection pipes, provided with collection chambers. In case of V shaped roof rainwater is

collected through gutters attached at the end of the roof and these gutters are connected to

rainwater pipes.

Average Rooftop Rainwater Runoff Available:

= A x Rf x AvRc

Where,

A = Roof top area = 159600 Sq.m

Rf = Rainfall = 827 m.m. (Average)

Average rainwater runoff available

= 159600 x 0.827 x 0.85

= 112190 Cum. ----------------- (A)

5.2 Black Topped Roads and Cemented Area

The project area has approach roads from entry gate to different buildings. These roads are

6m wide. The project area also has parking and other cemented portion. Slop of these

cemented area and roads are maintained in such a way that the available runoff should move

towards the open drains and this water shall be taken to the recharge tube wells/ open wells.

Total road and cemented area is about 176200sq.m. Taking 70% as runoff coefficient for

paved area, the availability of water has been worked out as under

Average Rainwater Runoff Available From Paved Area:

= A x Rf x AvRc

Where,

A = Total Paved area = 176200 Sq.m.

Rf = Rainfall = 827 m.m. (Average)

Average rainwater runoff available

= 176200 x 0.827 x 0.7



53

= 102002 Cum. --------------- (B)

Total rainwater thus available from rooftop area and paved area is diverted to recharge

existing tube wells or existing open wells through rainwater drains and injected into the

aquifer after passing through the filter pit

5.3 Open land & Green belt area (Plant & Residential Area)

The total plant & residential area is 191064 Sq.m., out of which rooftop area is 159600 Sqm,

road and cemented area is 176200 Sqm,. Balance open land/green belt area is 1574800 Sqm.

Taking 15% as natural recharge coefficient for Limestone area expected recharge to

underground aquifer will be:

= 1574800 x 0.827 x 0.15

= 195353 Cum. --------------- (C)

Expected Rainwater Recharge from all the above structures

= (i) + (ii) + (iii)

= 112190 +102002+195353

= 409545 Cum

6. Rainwater harvesting in Govt. School-Village Borakheri

Rainwater harvesting structure has been constructed by WCL in Government School,

Borakheri near the cement plant as shown in Fig 11. Roof top water from school building is

collected in PVC pipes and after de-silting in sand filter, water is discharged in to school

borewell. Approximately 210 m3 water is recharged through the system.



54

Fig 11: Roof Top rain water harvesting system in Govt. School Borakheri,Nimbahera



55

TABLE 2: VOLUME OF RECHARGE WATER THROGH EXISTING RAIN WATER HARVETING

SYSTEM

S.No

.

Particulars Area of site

(m2)

Annual

Rainfall (mm)

Area Factor Recharge

Volume

(m3/year)

1. Limestone Mines lease area (7409300 Sq M)

7409300 827 0.04 245099

2. Anicut on Nala passing through WCL plant (Catchment area 4000000 m2)

4000000 827 0.35x0.8 926240

3. Recharge due to mining pit

340000 m2

(Mine sump

Storage

capacity)

0.08 27200

Recharge due to stone quarries

113625 m3 0.08 9090

3. Cement plant & colony area( 1910640 m2)

Roof Top 159600 827 0.85 112190

Roads & cemented area 176200 827 0.7 102002

Open land & greenbelt 1574800 827 0.15 195353

4. Roof top Govt. School

Borakheri

300 827 0.85 210

Total annual recharge 1617384) or

1.61 million

m3



56

7. Proposed additional Rainwater Harvesting Measures

Plant expansion work for Cement Plant Line II is in progress.. Open area equal to 84375 m2 will be

converted into covered industrial shed as shown in Fig 12. Rain water from the industrial covered

shed from this area will be diverted to nearest two number tube wells through storm water drains

and rain water filter system. Open area equal to 44375 m2 as shown in Fig 12 will be converted

into cemented yard for truck parking. Rain water from the yard will be collected in drains and will

be diverted to one number tube wells through filter chambers for recharge of wells. Due to

construction of additional quarters in the township, additional 70000 m2 roof top area will be

available for rain water harvesting. One number Rain water harvesting structure in nearest well be

constructed to recharge additional rain water volume of township expansion area. Total new 4

number rain water harvesting structure will be constructed.



57

FIG 12 : MINE LEASE & CEMENT PLANT AREA



58

TABLE 3: VOLUME OF RECHARGE WATER THROGH PROPOSED RAIN WATER HARVETING

SYSTEM

S.No

.

Particulars Area of site

(m2)

Annual

Rainfall (mm)

Area Factor Recharge

Volume

(m3/year)

1. Proposed roof top rain water harvesting from Covered Industrial shed of Line II (84375 Sq

M)

84375 827 0.85 59311

2. Proposed rain water harvesting in Cemented Truck Yard

44375 827 0.70 25688

3 Proposed roof top rain

water harvesting in

township

70000 827 0.85 49206

Total recharge 134205

TABLE 4: VOLUME OF RECHARGE WATER THROGH EXISTING & PROPOSED RAIN WATER

HARVETING SYSTEM

S.No

.

Particulars Recharge Volume (m3/year)

1 Existing Rain water harvesting measures 1617384

2 Proposed Rain water harvesting measures phase I 134205

3 Proposed Rain water harvesting measures phase II 250000

Total 2001589 or 2.00 million

m3

------------------0----------------

Documents

WONDER CEMENT. LTD., BHATKOTARI, …environmentclearance.nic.in/writereaddata/modification/...Ground Water Resources & Ground Water Seepage Study WONDER CEMENT. LTD., BHATKOTARI, NEMBAHERA,