Mp gw applying aquifer modification techniques like hydrofraking, bore blasting in existing gw abstraction structures built on various hydro geological units of dhasan basin

FINAL REPORT

MADHYA PRADESH

WATER RESOURCES DEPARTEMENT

HYDROLOGY PROJECT PHASE – II

WORLD BANK AIDED

FINAL REPORT

OF

Ground Water Purpose Driven Study by Applying

Aquifer Modification Technique Hydrofracking, in the

existing Ground Water Abstraction Structures built on

Hydrogeological Unit in Part of Rohini Watershed of

Dhasan Basin

SEPTEMBER – 2013

Chief Engineer (BODHI)

(Water Resources Department )

Bhopal (M.P.)

Hydrofracking Unit

Supervised by Shri. C. S. Ramteke

Superintending Geohydrologist

Hydofracking Work Operation

Guided by

Shri R N SHARMA

Retired Director

Content:-

Part 1

(a) Executive Summary

(b) Acknowledgement

(c) Location and approachability

Part – II

Pre investigation activity

(a) Introduction

(b) Geo morphology

(c) Drainage

(d) Soil

(e) Geological Setup

(f) Hydrological condition

(f.1) History of ground water level

(f.2) Ground water contour

(g) Basic Problems

(h) Diagnosis

(i) Inferences

(j) Basic Objectives

Part – III Methodology

(a) Introduction of Hydrofrecking

(b) Principal of Hydrofrecking

(c) Procedure and field operations

(d) Slug test

(e) Yield test (Before and After Hydrofrecking)

(f) Hydrofrecking work

(g) Factors controlling failure / success of Hydrofrecking

(h) Results

(i) Chemical analysis

(j) Tecno-Economic Evalution of Hydrofracking

(k) Recommendation and Conclusions

Part – IV

Annexure:-

1. Tables 3 To 46

2. Slug test datas and curve

3. Yield test datas

4. VES analyzed before and after

5. Chemical Analysis Sheet

6. Photos & Maps

Table No. 1 – Hydrofracking project work at a Glance:-

Sr.

No.

Description of Items Details

1 Work started on 11 Dec.2012

2 Date of completion 29 Dec. 2012

3 Study area Rohini water shad in parts of blocks

Palera, Baldev Garh and

Tickmagarh District Tickmagarh

(M.P.) covering area 1144 sq. Km.

4 Implementing agency State ground water survey water

resources department M.P.`

5 Project Coordinator Mr. S.K. Khare (Chief Engineer)

Bodhi, Bhopal

6 Nodal Officer Mr. C.S. Ramteke (Superintending

Geohydrologist ) Bhopal

7 Principal investigator Mr. R.K. Sahu (SGH) Sagar

8 Field Officer Mr. S.C. Khare (AGH)

Mr. S.K. Namdeo (GA)

9 Consultant and Guide Mr. R.N. Sharma, Retd. Director

(CGWB)

10 Contractor of Hydrofrecking Project Mr. O.P. Dashora, Drilling company

with Hdyrofrecking Unit

11 Geological formation Bundelkhand Granite

12 Location with coordinates Longitude78º 58’20”-79º17’00”

Latitude 24º34’00”-25º00’25”

13 Toposheet 54-O/8,O/9

54-P/1,P/2,P/5,P/6,P/7,P/8,& P/14

14 Experimental old defunct tube well 15 Nos in different village of project

area

1. Padua, 2. Murrababa, 3.Pureniya,

4. Ramnagar Bujurg, 5. Dhanera, 6.

Deri, 7. Kudila,

8.Malguan, 9. Lar Banjariya, 10.

Parakhas (Darguan), 11. Antoura,

12. Mokhara, 13. Kharila,

14. Hattak, 15. Lamera

EXEXUTIVE SUMMARY:-

Govt. of M.P. with the financial support from the

World Bank under Hydrological project embarked

upon Purpose Driven Studies for the study of Aquifer

Modification Technique Hydrofracking in the existing

Ground Water abstraction structures constructed on

Granitic Hydrogeological units of Dhassan basin. This PDS

work have been completed covering 1144 Sq. Km. area of

Rohini water shed of Dhassan basin in Tikamgarh District

within one month . The main Hydrogeological unit being

Granite spread over the entire water shed area covering

block area of Tikamarh Baldevgarh and Palera in part.

The field study started under the guidance of Shri. C.S.

Ramteke Superintending Geohydrologist and supervision of

Shri. R.K. Sahu SGH Sagar . The experimental study of

hydrofracking commence from date 13.12.2012. Contractor

Shri O.P. Dashora with his rig. Machine and crew reached

the site on date 13.12.2012 at Padua. Fifteen numbers

village have been covered under this PDS which ended in the

last village Lamera on date 29.12.2012. The actual field

operations the techniques of operations were guided and

supervised by the consultant Shri. R.N. Sharma Retd.

Director from Central Ground Water Board. Before and after

the hydrofrecking process in a tube well the data collected

were systematically and scientifically analyzed interpreted

and results were collected under the guidance of the

consultant.

ACKNOWLADGEMENT

We the project officers are highly greatful to Shri S.K.

Khare Chief Enginear (Bodhi) for giving opportunity to

handle the Purpose Driven Study of Aqifer modification by

the uses of Hydrofracking Technique.

We are also deeply obliged to shri C.S. Ramtake

(Superintending Geohydrologist) for deploying us to

compleate field experiment. We are also extremely grateful

to Shri Ramtake for taking great interest in the field study,

data collection interest in the field study by actually coming

to field to encourage us. He evinced in the scrutinising the

project report. We are thankful to shri Ajay Sharma (S.G.H.)

and P.S. Thakur (A.G.H.) Bhopal for initiate Hydrofracking

Project Work & Site Selection.

We are equally thankful to the shri Gaurav Sahu

(Chemist) and whole staff for their coopration in giving the

analysis of water sample timely. we are thankful to our

driver Sadik Ali, Who took pains in moving the vehicles

even in the odd hour of the nights and timely completion of

the project which otherwise could not have been possible

without his cooperation.

Last but not the least we would like to thank shri H.S.

Sengar ,Senior Joint Commissioner Ministry of Water

Resources and shri Steve Parson,Technical Advisor of

Hydrological Project World Bank and his team for giving us

opportunity to present our study before them. We would fail

in our moral duty if we do not acknowledge the great and

gracious advices & vital supervision for the consultant Shri

R. N. Sharma.

Location and Approachability:-

Location of PDS working area is in Rohni water shed of

Dhasan River Basin in Distt. Tikamgarh of M.P.

Geographycally the area located in Toposheet number 54 O

and 54 P Extension of area is approximatly 1144sq.km

Dhasan River is perennial river being effluent in nature, It

receives Base flow of ground water round the year. The

study area is approachable by all means of transport. By air

the landing station will be khajuraho from where the study

area is approachably by road roughly 90 Kilo meter. The

railway head is at Jhansi from where the area of study is 60

KM. and approachable by road.

PART – II

PRE INVESTIGATION

ACTIVITIES

Introduction:-

In Madhya Pradesh Dhasan basin is comprises by

different rock formations like Granite ,Granite - gneisses

and Deccan Trap Basalt. The study area falls in survey of

India toposheets 54-0/8, 0/9, 54P/1,2,5,6,7,8&14, and

occupies approximate area of 1144 sq.km. in between

longitude: 78º.58’.20”-79º.17’00” lattitude 24º.34’.00”-

25º.00’25”.

The study area has a Granitic terrain and

topographically it is categorised as pediplain, Flood plains

and Residual hills. The basin is characterized by gentle to

moderate slope with dendritic drainage pattern. Dhasan

river with it various tributaries is flowing South to North

direction.

The Granite rock of Bundelkhand region is traversed

by numerous quartz reef, dolerite and dykes. The

Bundelkhand country rock is structurally disturbed and

large numbers of significant lineaments are present which

are carriers of water. The large numbers of dug wells

supported by perenial tanks of Bundelas & Parmar kings are

only the water sources of this sandy Granitic soil region.

The existing ground water conditions is poor to

moderate and potential is not sufficient to fulfill water

requirement of the area.

GEOMORPHOLOGY:-

The land scape of area is granite area pediplane and

structural hill in Tikmaragh District. The present

topography is mainly the product of differential erosion of

the rock. As a whole it is characterized by gentle to moderate

slope with dendritic drainage by pattern. Dhassan and other

tributaries are flowing South to North Direction.

The area comprises three units (a) river alluvium as

narrow strips running parallel to river. (b) The midland area

comprises weathered granite overlying fresh granite and

traversed by quartz veins , quartzite and dolerite dykes. (c)

Upland area comprising thin weathered granite overlying

fresh granite rock.

Drainage:

The drainage pattern in the study area is dendritic and

sub- dendritic and sub-rectangular drainage is common in

the plateau and hill range.

Soil:-

Soil is the most important feature of physiography, the

formation of which largely depends upon the topography,

rock type and drainage. The soils are derived from the

grainitic gneiss parent materials and have been classified as

granitic sandy soil.

Geological Setup:-

The project area falls in the peninsular India. Towards

North Site Bundelkhand granite and in southern side

Bijawars, Vindhayan sandstone, Deccan traps and Lametas

are exposed and few parts are covered by Alluvium in basin.

Table:- 2

The stratigraphic succession of the area is as follows.

Pleistocene

to Recent

Alluvium Sand silt, Gravels clay

etc.

Cretaceous

to Eocene

Unconformity

Deccan trap

Basaltic flow

Upper

cretaceous

Unconformity

Lametas

Impure Limestone sand

stone and conglomerate

Pre-

Cambrain

Vindhyan

Group

Unconformity

Upper Lower

Bhander series Sand

stone

RewaSeries

Orthoquarzite

Kaimor Series Lime

stone

Semri Series Shale

flag stone

Bijawar Series etc.

Archaean Unconformity

Bundelkhand

Super group

Granite & Gneisses

Hydrogeological conditions:-

Hydrological condition of area has been assessed on the

basis of water bearing formation of the area and inventoried

ground water structures. Ground water in hard rock occurs

in joint, fractured planes and mostly in weathered zone

under water table condition. The ground water is controlled

by degree of weathering and interconnectivity of joint which

varies from place to place.

Ground Water Table Contour Maps Of Pre And Post Monsoon

Basic Problem:-

Most of existing dug wells invariably dry up during

summer season. Only during monsoon and post monsoon the

dug well sustain discharge for irrigation of small acreage.

The progressive farmers preferred towards construction of

bore wells .

The basic problem has been to rejuvenate the bored

well are even failed tube wells . Some of the well –to- do

farmers attempted bore blasting to enhance yield of the well

but spoiled the tube well due to lack of expertise .

Hydrofracking is not known to the farmers as a

technique of rejuvenating the sick tube wells and enhancing

the quantity of well –discharge.

Diagnosis:-

Most of bored/tube wells in the watershed area initially

sustained yield 2000 to 3000 Litters per hour . Gradually

over the time the discharge dwindled and presently the

range of yield is between 180 lph. to 1500 lph. The purpose of

utility of bored well for irrigation small acreage got defeated.

Inference:-

The productive aquifer in hard rock comprises

fractured Granite overlain by weathered granite . Either the

fractures get clogged by detrital Material there by decrease

in the rate of inflow of ground water, or the fracture pattern

and /or orientation of fractures have been unfavorable .

OBJECTIVES:-

1. To assess the applicability of aquifer modification

technique through Hydrofracking in other areas with

similar hydro geological conditions.

2. To develop a methodology for achievment of the optimum

abstraction region for the study of project area.

3. The officers of the organizations should develop and gain

hand on knowledge of hydrofracking technique so as to

become departmental expert to take up studies in future.

4. “Seeing is believing” to believe that hydrofracking is the

most economical method of rejuvenating bore wells.

5. The aquifer modification experiment by using

hydrofracking technique need to be tasted in the field

condition.

6. To make the farmers (beneficiary) aware of this

technique, 15 nos. of bore wells in different village had

been subjected to this experiment.

Part – III

Hydrofracking:

Introduction :

Actually fracturing is a water well development process

designed to increase the efficiency of water well in hard rock

areas. The primary focus of the fracturing is laid on the

enlargement of existing fractures and fissures in a bore well

and thus introducing new and enlarged net-work of fractures

that can enhance the existing well-discharge. Generally

information on specific section that should be subjected to

hydro fracturing is obtained from the well –drillers log or

what is known as strata log. However private drillers and

the owners of the bore-wells do not maintain systematic

well- drilling log. In absence of this information canvassing

of water well inventorying and geo-electrical resistivity

vertical sounding gives fairly reliable information about the

water bearing zones depth to water of saturated zone vis-a –

vis depth to water table in adjacent area. Depth to existing

water level in the bore-well is actually measured. The

discrete section of water - bearing zones or aquifers are

deciphered from the geo-electrical resistivity sounding. This

processing enables to decide whether single packer is to be

used in hydrofracturing or double packer system is required.

Applying pressure would influence the weakest

fracture or fractures of least resistance and the resultant

observation is made by pumping out the well water and

measuring its quantity to compare with the pump discharge

before starting the hydrofracking. Majority of the bore-well

in the area required double packer system in which the

packers are situated on a pipe called drill –string6-10m.

apart. Deflated packers on the drill string are lowered at

selected zone and then inflated and pressure is applied for

certain duration (detailed procedure under hydrofracking

technique). When the hydrofracking is completed the

packers are deflated and moved elsewhere in the bore to

pressure another section for hydrofracking. Finally the

hydrofracking assembly is pulled out. The well is then

subjected to pumpage and discharge is measured in a 200

liters capacity drum over the time. The final discharge was

much higher than the initial discharge which helps to certify

the success of the experiment. The water-sample is then

collected for chemical analysis. Slug injection is repeated

after hydrofracking.

Principle of Hydrofracking:

The basic principle behind (HFT) Technique is

PASCAL’S Law which in short states that when

hydrofracturing pressure is applied in any closed system or

body , it acts uniformly in all the direction in equal

proportions. Thus in a bore well when the packer is set below

the water table and the injected high pressure water acts in

closed system Pascal Law starts working in all directions

with equal proportion. The injected water with pressure

follows the least resistance path and therefore the initiation

of fracture or opening of closed or clogged fractures takes

place in the fractured granite rock.

Procedure And Field Operations:-

Hydro geological canvassing of open wells and bored wells

in the vicinity of the bore well to be experimented for

hydrofracking to decipher.

Approximate demarcation of weathered and fracture zone

with regard to its depth and thickness.

Depth to water level and its fluctuation range between

Pre-monsoon (May month)and Post monsoon (November)

We Conducted geo-electrical vertical sounding near the

experimental bore-well. Field–plotting of apparent

resistivity readings against AB/2 distance in double log

paper to decipher depth of saturated zone and thickness

of fractured zones (aquifer)and bed rock depth.

Slug Test:-

Ferris and knowles(1962) and cooper Brode hoeft and

Papadopulos(1967) describe slug test to estimate

hydraulic properties of aquifer like transmissibility and

storage coefficient or specific yield. The slug test are

useful when no facility exists for carrying out pump test.

These test provide preliminary information on the aquifer

characteristics.

We have taken the static water level(SWL) in the bored

well and record in data –sheet. Then slug of 15 liters of

water is injected in the well and record the decrease in

the head of water. The rate of dissipation of the water

head in relation to time is recorded till the original SWL

is reached.

Yield Test Before Hydrofracking:-

After the slug test we run the pump for certain

duration till it sustains discharge and at every one minute

interval record the draw down and discharge measured in

a drum of 200liters capacity and recorded the time when

the drum if full to its capacity. This enabled the rate of

quantity of discharge per minute and Shut off the pump.

Hydrofracking Work:-

Allowed the machine operator of hydro-fracturing

equipment to lower the deflated packer-set at the pre

determined section of the bore-well.

The deflated packer is then inflated and the High

pressure water injection pump is allowed to run which

injects the water stored in the water tanker mounted on

the truck.

Water injection pump plays primary role in the

hydrofracking process that is intended to initiate

fractures overcoming the in situ stress of the rock

formation.

The Packer –assembly is set against the desired zone such

that the top packer is at least 5-7m below the casing pipe

and at least 10-12 m below ground surface so as to

prevent any possible break –out of water under pressure

and surface water entering the well.

Opening the booster pump and injection pump will

facilitate the injection of water through the drill-string on

which packers are placed at a rate of 100 to 200 liter per

minute for a duration of 10-30.minutes Measure water

intake during operation at different interval.

The injected water flow inside the well enters the desired

fractured formation and since the fractured zone will

resist this injected flow obviously the pressure will go on

increasing continuously as can be read on gauge.

The maximum pressure is recorded by pressure gauge

fitted in the equipment. The maximum working pressure

of the equipment is 210kg/cm2.

The maximum pressure developed suddenly drop off to

minimum pressure which is again read and recorded.

The sudden drop in the pressure is an indication of the

success of hydrofracking experiment. It also indicates

increased “in – flow” of water in the well through

reconditioned fracture network in the well formation has

been initiated.

When the injection pressure is released then a strong

back flow of cloudy water in the well occurs which is

pumped out of the well.

When water is clean we have taken water sample for

chemical analysis and slug test and measured the

discharge of the well after Hydrofracking.

FACTORS CONTROLLING FAILURE/SUCCESS OF

HYDROFRACKING:

It is a matter of great interest to know the

relationship of fractures to the yield of ground water.

Fractures are the only way ground water can be stored

in hard rocks like granite, granite-gneiss , other

metamorphic and hard sedimentary rocks like

Vindhyan sandstone. In volcanic rocks area like basalt

vesicles (Lava tubes), Solution openings and cavities in

Lime stone terrain are other storage areas apart from

fractures. The quantity of ground water yield through

various abstraction structures depends on-

Size and Location of fractures.

Inter connection of the fractures.

Number of fractures (density).

Fracture System orientation vis-a-vis

characteristics.

Source water need to be created which can

continuously reach the fracture system down below

the soil and weathered mantle.

FACTORS CONTROLLING FAILURE/SUCCESS OF

HYDROFRACKING:

From the perusal of above figures, the most

favorable characteristics are opening size, density,

inter-connections, orientation and good soil cover over

the hard rocks fracture network at different depth.

The soil cover and weathered rock facilitate high

storage of source water for infiltration of water to the

underlying System of fractures.

The attitudes and intensities of fracture

determine whether the ground water in these fracture

occur under water table conditions. Strictly water table

conditions are to be expected when the fractures are

vertical or when the rocks is severely fractured in

several directions.

In view of lateral and vertical discontinuity in the

weathered and fractured zones as is the conditions

prevailing in the Dhasan Basin as a whole, virtually all

the recharge to ground water System is of local origin

and not supplied by distant sources. Thus what little

infiltration in the upland is arrested by basal

impervious massive rock is allowed to move downward

laterally towards valley bottoms. Low laying areas thus

recovers recharge not only through direct rainfall

infiltration but also by lateral movement of ground

water from the upland areas surrounding the micro-

watershed of tube wells.

Since there always occurs reduction in the yield

of the well in fractured rock as the pumped water level

goes deeper, depletion in discharge depth wise with

certain rate of decline in water level has a significant

relevance in the context of assessment of groundwater

resources vis-a-vis need for construction of artificial

recharge structure in the vicinity of pumped well.

RESULTS:-

Table No.:- 3

Discharge Result of 15 nos

Table No. 4

Details of the tube well and Hydrofrecking and its

yield performance test:-

Sr.

No.

Name of

Village

Block Altitude

(in m.)

Depth

of Tube

well

Rate of discharge in LPM

Before

H.F.

After

H.F.

Success

result in

percentage

1 Padua Palera <200-250 61.50m. 40.00 47.06 85.00

2 Murrab

aba

Palera <200-250 60.00m. 28.57 33.33 85.71

3 Pureniy

a

Palera <200-250 60.00m. 40.00 44.44 90.00

4 Ramnag

ar

Baldeo

Garh

250-300 68.35m. 10.42 11.76 88.54

5 Dhaner

a

Baldeo

Garh

<200-250 72.00m. 06.73 10.00 67.31

6 Deri Baldeo

Garh

250-300 91.50m. 11.11 30.77 36.11

7 Kudila Baldeo

Garh

300-400 90.00m. 3.33 11.11 30.00

8 Malgua

n

Baldeo

Garh

250-300 34.10m. 10.53 11.76 89.47

9 Larbanj

ariya

Tickmaga

rh

300-400 60.00m. 12.90 16.39 78.71

10 Parakha

s

Tickmaga

rh

300-400 55.00m. 10.00 70.50 57.14

11 Antoura Tickmaga

rh

300-400 48.00m. 16.67 32.00 52.08

12 Mokhra Tickmaga

rh

300-400 45.00m. 19.23 36.36 52.88

13 Khareel

a

Baldeo

Garh

250-300 61.50m. 10.00 16.67 60.00

14 Hatta Baldeo

Garh

300-400 92.65m. 2.94 8.70 33.82

15 Lamera Baldeo

Garh

250-300 64.50m. 30.77 42.11 73.08

Chemicals Analysis of water sample:-

Majority of water samples after chemical analysis show

the TDS range is 8.3 and over with high contamination of

sulphate ions, sodium ions alongwith calcium ions. The

percentage of sodium varies from 11 to 30 percentage.

Though the SAR value is not more than 2, which indicates

its suitability for irrigation purposes.

Most of the defunct tube well with less discharge were

not in use for long time, that is why Total Dissolved Solids

of ground water appears temporarily polluted but in due

course of time the chemical quality of ground water will

improve due to its development through running of Tube

Well.

Tecno-economic Evalution of Hydrofracking:-

The old defunct tube well is rejuvenating by Hydrofracking

method Because this method is technically easy besides very

cheap in cost instead of bore blasting and inwell boring which

are not only costly but involve many problem at accessing. The

construction of new Tube well in place of old defunct tube well is

always hazardous more over spacing of Tube well which may

indanger the ground water resources.

The economics of the new Tube well construction at the

avg. depth 250 ft / 75 m. is as below :

(A) Resistivity survey work: 1845 AS/CSR- 2009

(B) Drilling charges (VES)

1. Over burden Avg.18m depth : 10476 ……do------

( with 200 mm dia)

2. Hard rock Avg. depth 57 m. 64182 -----..do------

(with 150 mmdai)

(C) (1) Casing pipe (PVC) 60 ft. 15000

AS/Market rate

(D) (1) Yield test (min. 6 hrs) charges 6000

(E) Total Rs. 97503=00

Tax. 5% 4875=00

102378=00

Say Rs. 1.02 Lac.

The economics of the Hydrofracking as per market rates is as below

(a) Cleaning of Tube well: 2500=00

(b) Yield test charges(before H.F.) : 6000=00

(min 6hrs)

(c) Hydrofracking charges: 18000=00

(b) Yield test charges(after H.F.):-

6000=00

(min. 6 hrs)

Total Rs. 32500=00

Tax charges 5% 1625=00

34125=00

Say Rs. 0.35 lac.

Form the above comparative economics the cost of

Tube well subjected to Hydrofracking and rejuvenating

yield is almost one third (33%) of the construction of new

Tube well in place of old tube well.

But since the Technology of Hydrofracturing is not

well known to the farmers. They are left with no option

other than construction of New Tube wells or the simply bore

blasting or inclined boring in the defunct tube well for

rejuvenating discharge boring is also costly and uncertain of

the rejuvenating of the yield ,Their ( farmers) Experience

with regard to bore blasting and inclined boring in very bad.

Recommendation and Conclusions :-

1. The success percentage of increased discharge result of

experimented tube well in Rohini water shad area is

categorized in to three groups – (As shown in T. no. 3 and 4)

(1) 70% and above (2) 50% but < 70 % (3) < 50 %

These results indicates the success of discharge

enhancement and its sustainability depends upon the

existence of water body, Its distance from the tube well to

receive water as recharge water.

The historical ground water level data from departmental

permanent observation wells (POWs) have been collected

and show in (T. no.5,6, and 7).

2. Based upon the results and observations made under this

experiment of hydrofracking, it is concluded that the VES

which gives feasible locations of fractured zone is not very

dependable. Therefore it has not been very adequate to

place the packer and the application of hydrofracking

pressure to the desired fractured zone remains insufficient

and inadequate. That is the reason why in some of the tube

well hydrofracking could not produce the desired discharge.

Therefore it is recommended by our consultant to procure

Bore Hole Logger , which can be used before taking hydro

fracturing to exactly decipher the depth and thickness of

fractured zone. So that proper packer can be placed.

After the hydrofracking the bore hole logger can be again

used to see the improvement in the aquifer modification

process around the fractured horizon.

Bore hole camera with the facility to project the image of

the fractured zone and its improvement on the surface and

the image can be transferred in to picture. Which can be

seen by everybody. It is therefore recommended for the

procurement of such camera by the Ground Water

Organization to enable it function as a lead agency to take

up hydrofracking of defunct tube wells in any area within

the state.

Before starting hydrofracking it is very essential to bailout

the detrital deposit from the tube well and make it clean and

ready for putting hydrofracking process in to operation.

3. Cost comparison of Hydrofraking verses Construction of

new tube well by drilling. This has been papered in details

under the heading Techno-Economic evaluation of

Hydrofracking and drilling of new tube well.

4. We have firm belief that the organization can take up the

Hydrofrecking of the low yielding as wells as dry or defunct

tube wells in various Hydro-geological units like massive

granite, Basaltic terrain and other sedimentary terrain. In a

large extent of area by adopting following measures and

equipments, training of the officials & officers.

Measures:-

It is essential to put at least three field hydro

geologist to take up the Assignment.

1. First field officer- will be deployed for taking up geo

hydrological field canvassing in the surrounding area of

the targeted tube well within the vicinity of 10Km. He

would be preparing base map showing the recharge &

discharge area of the well, prepare the litho logs of

convaseed well, Ground water contour map with the help

of G.P.S. collection of water samples,.

2. The second field officers- will take the V.E.S. around the

tube well recharge area & discharge area with respect to

the tube well. He would also be trained in the operation of

bore hole logger so that he takes the bore hole logging of

the tube well before & after Hydrofrecking.

3. Third officer- will be over all in charge of the

Hydrofrecking unit and the process of hydrofrecking in its

commission and completion. He would also conduct the

yield draw down test with the help of pump if discharge is

sufficient. Otherwise he would conduct slug injection test

for the stipulated time one hour or the time taken to

reach the original static water level before slug test. After

the completion of hydrofrecking the discharge draw down

test must be conducted and compared with the discharge

improvement in terms of percentage increment. Water

sample should be collected before and after hydrofrecking

to study the geochemical environment and pollution level

if any.

Equipments:-

1. At least three truck mounted hydrofrecking units had to

be arranged from the available components in

organization of available or procure the equipments.

2. Procurement of bore hole electrical logger with the

facilities of short normal, long normal and lateral

resistivity and self potential measurements for a depth of

300 ft.

3. New computer based resistivity survey equipment at least

two units with printer facility.

4. Bore hole camera – with T.V. should be procured to

take the inside image of and the picture of bore hole.

Training:-

Fifteen officers need for the training. These officers /

officials need to be recruited and put under training to take

up the field job of hydrofrecking in a large area. Where

hydrofrecking project can be taken up department should

organized two types of training – one at Bhopal Head

Quarter, where department officers as well as other officers

from other department like PHE, Agriculture Engineering

etc. or any department, NGO who wish to get trained in the

technology of hydrofrecking.

Second type of training will be village level at the

Panchayat where farmers will be invited to participate in

this awareness campaign of hydrofrecking. Its benefits,

Utility and other associated tips for ground

water irrigation will be imparted.

TABLE -6 : WATER LEVEL OF 30 M. DEEP TUBE WELL IN

ROHNI WATERSHED AREA(bmp IN.METER)

S.NO. NAME OF VILLAGE NOV.2010 MAY.2011 NOV.2011

1 BADAGAON 7.10 DRY 6.10

2 UMRI 9.15 DRY 7.60

3 BHENSWARI 8.65 9.20 5.50

4 RAMPURA 5.25 5.60 3.15

5 KODERA 7.40 8.45 4.20

6 DIKOLI 7.20 9.15 5.35

7 HATTA 7.90 8.60 6.20

8 PATORI 8.90 DRY 8.65

9 IMALIYA 11.95 DRY 8.50

10 SURAJPURA 12.85 12.80 7.35

TABLE -7 : WATER LEVEL OF EXPERIMENTED TUBE WELL IN ROHNI WATERSHED AREA( bmp IN.METER)

S.NO. NAME OF VILLAGE DEC.2012

BEFORE AFTER

1 PADUA 6.96 7.00

2 MURRABABA 2.76 3.77

3 PURAINIYA 2.86 2.53

4 RAMNAGAR 8.37 4.13

5 DHANERA 4.96 4.96

6 DERI 2.06 2.06

7 KUDILA 1.39 1.00

8 MALGUAN 4.80 4.79

9 HATTA 30.10 30.14

10 KHARILA 7.18 5.10

11 LAMERA 5.96 5.91

12 LAR BANJARIYA 11.17 11.40

13 PARAKHAS 8.09 8.09

14 MOKHRA 7.83 7.83

15 ANTOURA 7.97 7.97

FIELD DATA OF SLUG TEST IN TABULAR FORM T. NO 8

11 MALGAWAN 11.00 11.40 8.65

12 JANAKPUR 8.80 10.00 6.40

13 BHANPURA 9.65 DRY 7.55

14 BHADARRA 9.10 9.55 8.00

15 BANNEBUJURG 7.25 DRY 6.40

16 KAROLLA 9.00 9.45 7.25

S. No

.

Name of village

Time Depth to w.

l.(m.)

Residual Head

"H"(m.)

Elapsed Time "t"(in sec.)

H/Hs

Reciprocal of time

(1/t) H min. sec.

1 Malguan 10 24 0.0 4.79 1.223 slug of 15

litres injected

before h.f. 10 25 0.0 3.86 0.930 60 0.760 0.017

10 26 0.0 4.1 0.690 120 0.564 0.008

10 27 0.0 4.29 0.500 180 0.409 0.006

10 28 0.0 4.45 0.340 240 0.278 0.004

10 29 0.0 4.57 0.220 300 0.180 0.003

10 30 0.0 4.65 0.140 360 0.114 0.003

10 31 0.0 4.684 0.106 420 0.087 0.002

10 32 0.0 4.718 0.072 480 0.059 0.002

10 33 0.0 4.736 0.054 540 0.044 0.002

10 34 0.0 4.758 0.032 600 0.026 0.002

10 35 0.0 4.766 0.024 660 0.020 0.002

10 36 0.0 4.772 0.018 720 0.015 0.001

10 37 0.0 4.778 0.012 780 0.010 0.001

10 38 0.0 4.78 0.010 840 0.008 0.001

10 39 0.0 4.782 0.008 900 0.007 0.001

10 40 0.0 4.784 0.006 960 0.005 0.001

10 41 0.0 4.788 0.002 1020 0.002 0.001

formula

:

Hs= V÷Pie*(r*r)

Hs=Residual Head with injection of slug

V=volume of water(15lit) Or 0.015m3

Pie=22/7 or (3.14)

r= inner radious of well (dia. 5") or 0.0625m.1.223Hs=0.015/3.14(0.0625*0.0625)=

FIELD DATA OF SLUG TEST IN TABULAR FORM T. 9

S. Name of Time Depth Residual Elapsed Time H/Hs Reciproca

No. village H

min.

sec.

to w. l.(m.)

Head "H"(m.)

"t"(in sec.) l of time (1/t)

Malguan 17 10 0 4.8 1.223 slug of 15 ltr

injected

After HF 17 11 0 3.71 1.09 60 0.891 0.017

17 12 0 3.89 0.91 120 0.744 0.008

17 13 0 4.116 0.684 180 0.559 0.006

17 14 0 4.29 0.51 240 0.417 0.004

17 15 0 4.42 0.38 300 0.311 0.003

17 16 0 4.53 0.27 360 0.221 0.003

17 17 0 4.6 0.2 420 0.164 0.002

17 18 0 4.66 0.14 480 0.114 0.002

17 19 0 4.702 0.098 540 0.080 0.002

17 20 0 4.738 0.062 600 0.051 0.002

17 21 0 4.76 0.04 660 0.033 0.002

17 22 0 4.78 0.02 720 0.016 0.001

17 23 0 4.794 0.006 780 0.005 0.001

formula:

Hs= V÷Pie*(r*r)



Pie=22/7 or (3.14)

r= inner radious of well (dia. 5") or 0.0625m.

Hs=0.015/3.14(0.0625*0.0625)= 1.223

FIELD DATA OF SLUG TEST IN TABULAR FORM T. NO 10

H min.sec.

1 8 15 0 5.96 0.850

8 16 0 5.4 0.560 60 0.659 0.017

8 17 0 5.62 0.340 120 0.400 0.008

8 18 0 5.73 0.230 180 0.271 0.006

8 19 0 5.84 0.120 240 0.141 0.004

8 20 0 5.894 0.066 300 0.078 0.003

8 21 0 5.924 0.036 360 0.042 0.003

8 22 0 5.932 0.028 420 0.033 0.002

8 23 0 5.94 0.020 480 0.024 0.002

8 24 0 5.942 0.018 540 0.021 0.002

8 25 0 5.946 0.014 600 0.016 0.002

8 26 0 5.948 0.012 660 0.014 0.002

8 27 0 5.952 0.008 720 0.009 0.001

8 28 0 5.96 0.000 780 0.000 0.001

Formula:

Hs= V÷Pie*(r*r)



Pie=22/7 or (3.14)


H/Hs

LAMERA

before h.f.

TimeS. No. Name of village

Depth

to w.

l.(m.)

Residual

Head

"H"(m.)

Elapsed

Time

"t"(in sec.)

slug of 15 litres injected

reciprocal

of time

(1/t) in

sec.

H = 0.85

H min.sec.

15 45 0 5.91 0.85 slug of 15 litres injected

15 46 0 5.45 0.46 60 0.541 0.017

15 47 0 5.64 0.27 120 0.318 0.008

15 48 0 5.85 0.06 180 0.071 0.006

15 49 0 5.86 0.05 240 0.059 0.004

15 50 0 5.888 0.022 300 0.026 0.003

15 51 0 5.892 0.018 360 0.021 0.003

15 52 0 5.896 0.014 420 0.016 0.002

15 53 0 5.9 0.01 480 0.012 0.002

15 54 0 5.902 0.008 540 0.009 0.002

15 55 0 5.904 0.006 600 0.007 0.002

15 56 0 5.906 0.004 660 0.005 0.002

15 57 0 5.908 0.002 720 0.002 0.001

Formula :

Hs= V÷Pie*(r*r)

Hs=


Hs =

reciprocal

of time

(1/t) in

S. No. Name of village

Depth

to w.

l.(m.)

Residual

Head

"H"(m.)

Elapsed

Time

"t"(in sec.)

H/Hs

FIELD DATA OF SLUG TEST IN TABULAR FORM T. NO. 11

0.85

Time

Residual head

Pie=22/7 or (3.14)

r = inner radious of well (dia. 6") or 0.075m.

After HF

LAMERA

H min. sec.

1 8 52 0.0 11.17 1.223

8 53 0.0 10.31 0.860 60 0.703 0.017

8 54 0.0 10.412 0.758 120 0.620 0.008

8 55 0.0 10.75 0.420 180 0.343 0.006

8 56 0.0 10.97 0.200 240 0.164 0.004

8 57 0.0 11.076 0.094 300 0.077 0.003

8 58 0.0 11.132 0.038 360 0.031 0.003

8 59 0.0 11.148 0.022 420 0.018 0.002

9 0 0.0 11.158 0.012 480 0.010 0.002

9 1 0.0 11.162 0.008 540 0.007 0.002

9 2 0.0 11.166 0.004 600 0.003 0.002

9 3 0.0 11.168 0.002 660 0.002 0.002

9 4 0.0 11.168 0.002 720 0.002 0.001

9 5 0.0 11.17 0.000 780 0.000 0.001

formula:

Hs= V÷Pie*(r*r)



Pie=22/7 or (3.14)


Hs=1.22

Elapsed

Time Name of village

Time Depth to

w. l.(m.)S. No.

slug of 15 litres injected

H/Hs

LAR BANJARIYA

before h.f.

Residual

Head


Reciprocal

of time

H min. sec.

16 40 0 11.17 1.223

16 41 0 10.57 0.6 60 0.491 0.017

16 42 0 10.63 0.54 120 0.442 0.008

16 43 0 10.69 0.48 180 0.392 0.006

16 44 0 10.758 0.412 240 0.337 0.004

16 45 0 10.8 0.37 300 0.303 0.003

16 46 0 10.84 0.33 360 0.270 0.003

16 47 0 10.88 0.29 420 0.237 0.002

16 48 0 10.91 0.26 480 0.213 0.002

16 49 0 10.932 0.238 540 0.195 0.002

16 50 0 10.958 0.212 600 0.173 0.002

16 51 0 10.98 0.19 660 0.155 0.002

16 52 0 11.01 0.16 720 0.131 0.001

16 53 0 11.024 0.146 780 0.119 0.001

16 54 0 11.036 0.134 840 0.110 0.001

16 55 0 11.042 0.128 900 0.105 0.001

16 56 0 11.054 0.116 960 0.095 0.001

16 57 0 11.058 0.112 1020 0.092 0.001

16 58 0 11.064 0.106 1080 0.087 0.001

16 59 0 11.068 0.102 1140 0.083 0.001

17 0 0 11.072 0.098 1200 0.080 0.001

17 1 0 11.076 0.094 1260 0.077 0.001

17 2 0 11.078 0.092 1320 0.075 0.001

17 3 0 11.084 0.086 1380 0.070 0.001

17 4 0 11.088 0.082 1440 0.067 0.001

17 5 0 11.088 0.082 1500 0.067 0.001

17 6 0 11.09 0.08 1560 0.065 0.001

17 7 0 11.094 0.076 1620 0.062 0.001

17 8 0 11.096 0.074 1680 0.061 0.001

17 9 0 11.098 0.072 1740 0.059 0.001

17 10 0 11.098 0.072 1800 0.059 0.001

formula:

Hs= V÷Pie*(r*r)



Pie=22/7 or (3.14)


Hs=1.22

AFTER HF


slug of 15 litres injectedLAR BANJARIYA

Reciprocal

of time S. No. Name of village

Time Depth to

w. l.(m.)

Residual

Head

Elapsed

Time H/Hs

BEFORE START OF TEST SWL : 6.96 m. BMP MP : 0.60m.AGL( TOP OF CASING )

MEASURMENT OF DISCHARGE (200 LITRES CAPACITY DRUM)

DISCHARGE =VOLUME / DURATION

T. NO. 14

NAME OF VILLAGE

YIELD TEST BEFORE HYDRO FRACTURING

S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

PADUWA 1 09.13.00 9.17.00 00.04.00 50.00

2 9.17.45 9.21.45 00.04.00 50.00

3 9.23.00 9.27.15 00.04.15 47.06

4 9.28.00 9.32.18 00.04.18 46.51

5 9.33.00 9.37.20 00.04.20 46.15

6 9.38.00 9.42.22 00.04.22 45.80

7 09.43.00 09.47.25 00.04.25 45.28

8 09.48.00 09.52.30 00.04.30 44.44

9 09.54.00 09.58.35 00.04.35 43.64

10 09.59.00 10.03.38 00.04.38 43.17

11 10.05.00 10.09.40 00.04.40 42.86

12 10.10.30 10.15.30 00.05.00 40.00

13 10.17.00 10.22.00 00.05.00 40.00

14 10.23.00 10.28.00 00.05.00 40.00

15 10.29.00 10.34.01 00.05.00 40.00

AFTER START OF TEST SWL : 7.00 m. BMP MP : 0.60m.AGL( TOP OF CASING )



T. NO. 15

NAME OF VILLAGE YIELD TEST AFTER HYDRO FRACTURING

S.NO. START TIME

END TIME

DURATION

RATE OF DISCHARGE

( IN LPM)

1 15.55.00 15.58.15 00.03.15 61.54

PADUWA 2 15.59.00 16.03.15 00.04.15 47.06

3 16.04.00 16.08.15 00.04.15 47.06

4 16.08.45 16.13.00 00.04.15 47.06

5 16.14.00 16.18.15 00.04.15 47.06

6 16.18.45 16.23.00 00.04.15 47.06

7 16.23.45 16.28.00 00.04.15 47.06

8 16.28.45 16.33.00 00.04.15 47.06

9 16.34.00 16.38.15 00.04.15 47.06

10 16.39.00 16.43.15 00.04.15 47.06

11 17.00.00 17.04.15 00.04.15 47.06

12 17.35.00 17.39.15 00.04.15 47.06

13 18.05.00 18.09.25 00.04.25 47.06

BEFORE START OF TEST SWL : 2.76m. BMP MP : 0.60m.AGL( TOP OF CASING )



T. NO. 16

NAME OF VILLAGE YIELD TEST BEFORE HYDRO FRACTURING

S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 10.45.00 10.49.00 0.04.00 50.00

MURRAHBABA 2 10.49.30 10.54.00 0.04.30 44.44

3 10.54.45 10.59.30 0.04.45 42.11

4 11.00.15 11.05.00 0.04.45 42.11

5 11.05.45 11.10.50 0.05.05 39.34

6 11.13.00 11.18.30 0.05.30 36.36

7 11.19.30 11.25.30 0.06.00 33.33

8 11.26.30 11.32.45 0.06.15 32.00

9 11.33.30 11.40.00 0.06.30 30.77

10 11.40.30 11.47.30 00.07.00 28.57

11 11.48.00 11.55.00 0.07.00 28.57




T. NO. 17


S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 15.50.00 15.54.30 00.04.30 46.51

MURRAHBABA 2 15.55.30 16.00.00 00.04.30 46.51

3 16.01.00 16.05.50 00.04.50 44.44

4 16.06.30 16.11.30 00.05.00 40.00

5 16.12.00 16.17.00 00.05.00 40.00

6 16.18.30 16.23.35 00.05.05 39.60

7 16.39.00 16.44.30 00.05.30 37.74

8 17.00.00 17.05.50 00.05.50 36.36

9 17.35.00 17.41.00 00.06.00 33.33

10 18.10.00 18.16.00 00.06.00 33.33




T. NO. 18


S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 11.20.00 11.24.25 00.04.25 45.28

PURAINIYA 2 11.25.00 11.29.25 00.04.25 45.28

3 11.29.45 11.34.10 00.04.25 45.28

4 11.34.55 11.39.20 00.04.25 45.28

5 11.40.00 11.44.40 00.04.40 42.86

6 11.45.15 11.50.00 00.04.45 42.11

7 11.50.30 11.55.20 00.04.50 41.38

8 11.56.00 12.00.55 00.04.55 40.68

9 12.01.30 12.06.28 00.04.58 40.27

10 12.07.00 12.11.59 00.04.59 40.13

11 12.12.30 12.17.30 00.05.00 40.00

12 12.18.00 12.23.00 00.05.00 40.00

13 12.24.00 12.29.00 00.05.00 40.00

14 12.30.00 12.35.00 00.05.00 40.00

15 12.35.30 12.40.30 00.05.00 40.00

16 12.41.30 12.46.30 00.05.00 40.00




T. NO 19


S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 14.35.00 14.38.00 00.03.00 66.67 PURAINIYA 2 14.39.00 14.43.30 00.04.30 44.44 3 14.45.00 14.49.30 00.04.30 44.44 4 14.50.00 14.54.30 00.04.30 44.44 5 14.55.00 14.59.30 00.04.30 44.44 6 15.15.00 15.19.30 00.04.30 44.44 7 15.30.00 15.34.30 00.04.30 44.44 8 15.45.00 15.49.30 00.04.30 44.44 9 16.00.00 16.04.30 00.04.30 44.44 10 16.15.00 16.19.30 00.04.30 44.44 11 16.30.00 16.34.30 00.04.30 44.44 12 16.45.00 16.49.30 00.04.30 44.44

13 17.00.00 17.04.30 00.04.30 44.44 14 17.15.00 17.19.30 00.04.30 44.44 15 17.30.00 17.34.30 00.04.30 44.44




T. NO. 20


S.NO. START TIME

END TIME DURATION RATE OF

DISCHARGE ( IN LPM)

1 11.25.00 11.36.30 00.11.30 17.39

RAMNAGAR 2 11.37.15 11.42.44 00.05.29 10.03

3 12.15.30 12.31.45 00.16.15 12.31

4 12.32.15 12.35.05 00.02.50 9.18

5 13.05.00 13.17.00 00.12.00 10.43




T. NO. 21

NAME OF

VILLAGE YIELD TEST AFTER HYDRO FRACTURING

S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 16.05.00 16.17.15 00.12.15 16.33 RAMNAGAR 2 16.17.45 16.31.15 00.13.30 14.81 3 16.32.00 16.47.35 00.15.35 12.83 4 16.48.15 17.04.15 00.16.00 12.50 5 17.05.00 17.22.00 00.17.00 11.77 6 18.21.40 18.37.25 00.15.45 12.70 7 18.38.00 18.48.37 00.10.37 11.77




T. NO. 22

YIELD TEST AFTER HYDRO FRACTURING

NAME OF VILLAGE

S.NO. START TIME

END TIME

DURATION RATE OF DISCHARGE ( IN LPM)

1 15.55.00 15.58.15 00.03.15 61.54

PADUWA 2 15.59.00 16.03.15 00.04.15 61.54

3 16.04.00 16.08.15 00.04.15 61.54

4 16.08.45 16.13.00 00.04.15 61.54

5 16.14.00 16.18.15 00.04.15 61.54

6 16.18.45 16.23.00 00.04.15 47.06

7 16.23.45 16.28.00 00.04.15 47.06

8 16.28.45 16.33.00 00.04.15 47.06

9 16.34.00 16.38.15 00.04.15 47.06

10 16.39.00 16.43.15 00.04.15 47.06

11 17.00.00 17.04.15 00.04.15 47.06

12 17.35.00 17.39.15 00.04.15 47.06

13 18.05.00 18.09.25 00.04.25 47.06

AFTER START OF TEST SWL : 4.96m. BMP MP : 0.60m.AGL( TOP OF CASING )



T. NO 23


S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 16.30.00 16.36.25 00.06.25 31.17 DHANERA 2 16.37.00 16.45.10 00.08.10 24.49 3 16.46.00 16.58.45 00.12.45 15.69 4 16.59.30 17.16.30 00.16.00 12.50 5 17.17.15 17.36.42 00.19.27 9.77 6 18.10.00 18.19.10 00.09.10 21.82 7 18.20.00 18.40.00 00.20.00 10.00 8 18.41.00 19.01.00 00.20.00 10.00 9 20.00.00 20.19.05 00.19.05 10.48 10 20.20.00 20.40.00 00.20.00 10.00

BEFORE START OF TEST SWL : 2.06m. BMP MP : 0.60m.AGL( TOP OF CASING )



T. NO. 24

NAME OF

VILLAGE YIELD TEST BEFORE HYDRO FRACTURING

S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 11.20.00 11.24.00 00.04.00 50.00 DERI 2 11.24.30 11.28.50 00.04.20 46.15 3 11.29.30 11.36.00 00.06.30 30.77 4 11.34.30 11.43.15 00.08.45 22.86 5 11.44.00 11.59.30 00.15.30 12.90 6 12.00.00 12.17.30 00.17.30 11.43 7 12.18.00 12.36.00 00.18.00 11.11 8 13.10.00 13.26.45 00.16.45 11.94 9 13.27.30 13.33.49 00.06.19 11.11




T. NO. 25


S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 15.40.00 15.43.30 00.03.30 57.14 DERI 2 15.44.00 15.49.00 00.05.00 40.00 3 15.50.00 15.56.30 00.06.30 30.77 4 15.57.00 16.03.30 00.06.30 30.77 5 16.04.00 16.10.30 00.06.30 30.77 6 16.11.15 16.17.45 00.6.30 30.77 7 16.16.30 16.23.00 00.06.30 30.77 8 16.23.45 16.30.15 00.06.30 30.77 9 16.31.00 16.37.30 00.06.30 30.77 10 16.38.15 16.42.19 00.4.04 30.74 11 18.00.00 18.06.25 00.06.25 31.17 12 18.07.00 18.13.25 00.06.25 31.17 13 18.14.00 18.20.30 00.6.30 30.77 14 18.21.15 18.27.45 00.6.30 30.77 15 18.28.30 18.35.00 00.6.30 30.77 16 18.36.00 18.42.30 00.6.30 30.77 17 18.43.15 18.49.45 00.6.30 30.77




T. NO. 25


S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 15.40.00 15.43.30 00.03.30 57.14 DERI 2 15.44.00 15.49.00 00.05.00 40.00 3 15.50.00 15.56.30 00.06.30 30.77 4 15.57.00 16.03.30 00.06.30 30.77 5 16.04.00 16.10.30 00.06.30 30.77 6 16.11.15 16.17.45 00.6.30 30.77 7 16.16.30 16.23.00 00.06.30 30.77 8 16.23.45 16.30.15 00.06.30 30.77 9 16.31.00 16.37.30 00.06.30 30.77 10 16.38.15 16.42.19 00.4.04 30.74 11 18.00.00 18.06.25 00.06.25 31.17 12 18.07.00 18.13.25 00.06.25 31.17 13 18.14.00 18.20.30 00.6.30 30.77 14 18.21.15 18.27.45 00.6.30 30.77 15 18.28.30 18.35.00 00.6.30 30.77 16 18.36.00 18.42.30 00.6.30 30.77 17 18.43.15 18.49.45 00.6.30 30.77




T. NO. 27

NAME OF


S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 16.25.00 16.29.00 00.04.00 50.00 KUDILA 2 16.29.30 16.34.00 00.04.30 44.44 3 16.34.30 16.42.15 00.07.45 25.81 4 16.43.00 16.51.30 00.08.30 23.53 5 16.52.00 17.03.15 00.11.15 17.78 6 17.04.00 17.18.15 00.14.15 14.04 7 17.19.00 17.33.30 00.14.30 13.79 8 17.34.00 17.51.00 00.17.00 11.76 9 17.53.00 18.11.30 00.18.30 10.81 10 18.13.00 18.31.00 00.18.00 11.11 11 18.33.00 18.51.00 00.18.00 11.11




T. NO. 28

NAME OF


S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 11.45.00 11.51.30 00.06.30 30.77 MALGUWAN 2 11.52.30 12.03.30 00.11.00 18.18 3 12.04.00 12.18.30 00.14.30 13.79 4 12.20.00 12.35.45 00.15.45 12.70 5 12.36.30 12.53.00 00.16.30 12.12 6 12.53.30 13.12.30 00.19.00 10.53 7 13.13.45 13.25.45 00.11.55 10.24 8 14.30.00 14.44.30 00.14.30 13.79 9 14.45.00 15.03.00 00.18.00 11.11 10 15.03.30 15.22.30 00.19.00 10.53 11 15.23.30 15.26.21 00.02.51 10.53




T. NO. 29

NAME OF


S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 18.00.00 18.05.00 00.05.00 40.00 MALGUAN 2 18.05.25 18.13.00 00.07.35 26.37 3 18.13.30 18.24.30 00.11.00 18.18 4 18.25.15 18.38.45 00.13.30 14.81 5 18.40.15 18.55.00 00.14.45 13.56 6 18.55.50 19.11.00 00.15.10 13.19 7 19.11.25 19.27.00 00.15.35 12.83 8 19.27.30 19.43.45 00.16.15 12.31 9 19.45.00 20.01.45 00.16.45 11.94 10 20.02.30 20.19.00 00.17.00 11.76 11 20.19.30 20.36.30 00.17.00 11.76 12 20.37.00 20.54.00 00.17.00 11.76




T. NO. 30


S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 10.00.00 10.05.00 00.05.00 40.00 LAR BANJARIYA 2 10.05.30 10.10.30 00.05.00 40.00 3 10.11.15 10.16.40 00.05.25 36.92 4 10.17.10 10.24.30 00.07.20 27.27 5 10.25.20 10.33.20 00.08.00 25.00 6 10.33.50 10.42.20 00.09.30 21.05 7 10.43.00 11.04.00 00.11.00 18.18 8 11.04.45 11.15.15 00.11.30 17.39 9 11.16.00 11.31.20 00.15.20 13.04 10 11.32.00 11.47.45 00.15.45 12.70 11 11.48.30 12.04.00 00.15.30 12.90 12 12.05.00 12.20.30 00.15.30 12.90




T. NO. 31

NAME OF


S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 18.05.00 18.09.45 00.04.45 42.105263 LAR BANJARIYA 2 18.10.30 18.16.05 00.05.35 35.820896 3 18.17.00 18.23.45 00.06.45 29.62963 4 18.24.30 18.32.00 00.07.30 26.666667 5 18.33.00 18.41.10 00.08.10 24.489796 6 18.42.00 18.50.50 00.08.50 23.076923 7 18.52.00 19.01.40 00.09.40 20.689655 8 19.02.30 19.12.45 00.10.15 19.512195 9 19.13.30 19.34.47 00.11.17. 17.725258 10 19.35.30 19.47.25 00.11.55 16.783217 11 19.48.15 20.00.20 00.12.05 16.551724 12 20.01.00 20.13.12 00.12.12 16.393443 13 20.14.00 20.26.12 00.12.12 16.393443

BEFORE START OF TEST SWL : 8.09m. BMP

MP : 0.60m.AGL( TOP OF CASING ) MEASURMENT OF DISCHARGE (200 LITRES CAPACITY DRUM)


T. NO. 32

NAME OF


S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 10.20.00 10.25.30 00.05.30 36.36 PARAKHAS 2 10.26.15 10.36.00 00.09.45 20.51 (Darguwan) 3 10.36.45 10.48.45 00.12.00 10.00




T. NO. 33


S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 16.37.00 16.42.00 00.05.00 40.00 PARAKHAS 2 16.43.00 16.48.00 00.05.00 40.00 (DARGUAN) 3 16.49.00 16.54.30 00.5.30 36.36 4 16.55.15 17.03.15 00.08.00 25.00 5 17.04.00 17.12.30 00.08.30 23.53 6 17.13.15 17.24.35 00.11.20 17.65 7 17.25.15 17.34.04 00.08.49 17.58 8 18.30.00 18.39.30 00.09.30 21.05 9 18.40.30 18.51.10 00.10.40 18.75 10 18.59.00 19.09.00 00.10.00 17.50




T. NO. 34

NAME OF


S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 09.15.00 09.20.00 00.05.00 40.00 ANTOURA 2 09.20.45 09.26.15 00.05.30 36.36 3 09.27.00 09.32.30 00.05.30 36.36 4 09.33.15 09.43.40 00.10.25 19.20 5 09.44.30 09.56.30 00.12.00 16.67 6 09.57.15 10.00.15 00.03.00 16.00 7 10.30.00 10.40.20 00.10.20 19.35 8 10.41.00 10.53.00 00.12.00 16.67 9 10.53.45 10.59.45 00.06.00 16.67

AFTER START OF TEST SWL : 7.97m. BMP MP : 0.60m.AGL( TOP OF CASING )



T. NO. 35

NAME OF


S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 15.30.00 15.34.45 00.04.45 42.11 ANTOURA 2 15.35.15 15.40.30 00.05.15 38.10 3 15.41.00 15.46.20 00.05.20 37.50 4 15.47.00 15.52.30 00.05.30 36.36 5 15.53.15 15.58.55 00.05.40 35.29 6 15.59.30 16.05.15 00.05.45 34.78 7 16.06.00 16.12.20 00.05.45 0.04 8 16.13.00 16.19.15 00.06.15 32.00 9 16.20.00 16.22.58 00.09.00 10.56 10 17.00.00 17.05.40 00.05.40 35.29 11 17.06.15 17.12.15 00.06.00 40.00 12 17.12.00 17.18.15 00.06.15 32.00




T. NO.36


S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 10.15.30 10.20.30 00.05.00 40.00

MOKHRA 2 10.21.00 10.26.00 00.05.00 40.00

3 10.27.00 10.32.30 00.05.30 36.36

4 10.33.15 10.41.10 00.07.55 15.48

5 10.41.50 10.48.20 00.06.30 19.23

6 11.20.00 11.27.01 00.07.01 19.24




T. NO. 37

NAME OF


S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 16.24.30 16.29.30 00.05.00 40.00 MOKHRA 2 16.31.00 16.36.00 00.05.00 40.00 3 16.37.00 16.42.00 00.05.00 40.00 4 16.43.00 16.48.00 00.05.00 40.00 5 17.03.00 17.08.30 00.05.30 36.36 6 17.18.00 17.22.00 00.04.00 36.25 7 17.30.40 17.36.00 00.05.20 37.50 8 17.36.45 17.42.15 00.05.30 36.36



T. NO. 38

NAME OF VILLAGE

YIELD TEST BEFORE HYDRO FRACTURING

S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 11.50.40 11.56.40 00.06.00 33.33 KHARILA 2 11.58.00 12.04.50 00.06.50 29.27 3 12.05.30 12.13.00 00.07.30 26.67 4 12.12.40 12.21.30 00.08.50 22.64 5 12.23.00 12.32.20 00.09.20 21.43 6 12.33.00 12.43.40 00.10.40 18.75 7 12.44.30 12.55.00 00.11.00 18.18 8 12.56.00 13.08.25 00.12.25 16.11 9 13.09.00 13.23.28 00.14.28 13.82 10 13.24.00 13.40.50 00.16.50 11.88 11 13.41.30 13.59.30 00.18.00 11.11 12 13.42.15 14.00.50 00.18.35 10.76 13 14.01.00 14.20.00 00.19.00 10.53 14 14.20.45 14.40.45 00.20.00 10.00 15 14.41.30 15.01.30 00.20.00 10.00 16 15.02.30 15.22.30 00.20.00 10.00




T. NO. 39

NAME OF


S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 20.15.35 20.21.35 00.06.00 33.33 KHARILA 2 20.22.30 20.30.10 00.07.40 26.09 3 20.31.00 20.39.00 00.08.00 25.00 4 20.40.00 20.49.00 00.09.00 22.22 5 20.49.45 20.59.35 00.09.50 20.34 6 21.00.30 21.11.05 00.10.35 18.90 7 21.12.00 21.22.50 00.10.50 18.46 8 21.23.30 21.35.00 00.11.30 17.39 9 21.35.45 21.47.25 00.11.40 17.14 10 21.48.00 21.59.50 00.11.50 16.90 11 22.00.45 22.12.40 00.11.55 16.78 12 22.13.30 22.25.30 00.12.00 16.67 13 22.26.30 22.38.30 00.12.00 16.67



DISCHARGE =VOLUME / DURATION T. NO. 40


S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 10.15.35 10.21.35 00.06.00 33.33 HATTA 2 10.22.30 10.30.10 00.07.40 3.83 3 10.51.00 11.01.40 00.10.40 18.75 4 11.02.25 11.18.45 00.16.20 12.24 5 11.19.30 11.45.00 00.25.30 7.83 6 11.45.45 12.02.45 00.17.00 2.94 7 12.30.00 12.57.40 00.27.40 2.94




T. NO. 41

NAME OF


S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 18.28.30 18.33.30 00.05.00 40.00 HATTA 2 18.34.15 18.44.25 00.10.00 20.00 3 18.45.00 19.05.35 00.20.35 9.72 4 19.06.10 19.29.10 00.23.00 8.70 5 19.30.00 19.46.40 00.16.40 8.70 6 20.15.20 20.26.50 00.11.30 8.70




T. NO. 42


S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 09.30.00 09.34.00 00.04.00 50.00 LAMERA 2 09.35.00 09.41.00 00.06.00 40.00 3 09.41.45 09.48.15 00.06.30 30.77 4 09.49.10 09.55.40 00.06.30 30.77 5 09.56.00 10.02.30 00.06.30 30.77 6 10.03.15 10.09.45 00.06.30 30.77 7 10.15.30 10.22.00 00.06.30 30.77 8 10.37.00 10.43.30 00.06.30 30.77 9 10.48.30 10.55.00 00.06.30 30.77 10 11.10.00 11.17.30 00.06.30 30.77 11 11.32.00 11.38.30 00.06.30 30.77 12 12.00.00 12.06.30 00.06.30 30.77 13 12.26.00 12.32.30 00.06.30 30.77 14 12.52.00 12.58.30 00.06.30 30.77




T. NO. 43

NAME OF


S.NO. START TIME

END TIME

DURATION RATE OF

DISCHARGE ( IN LPM)

1 16.45.00 16.50.00 00.04.00 50.00

LAMERA 2 16.51.00 16.56.00 00.04.30 44.44

3 16.56.45 17.01.30 00.04.45 42.10

4 17.02.15 17.06.00 00.04.45 42.10

5 17.06.30 17.11.15 00.04.45 42.10

6 17.12.00 17.16.45 00.04.45 42.10

7 17.17.30 17.22.15 00.04.45 42.10

8 17.23.00 17.28.00 00.04.45 42.10

9 17.30.00 17.34.45 00.04.45 42.10

10 17.35.15 17.40.00 00.04.45 42.10

11 17.41.00 17.45.45 00.04.45 42.10

12 17.46.15 17.51.00 00.04.45 42.10

13 17.52.00 17.56.45 00.04.45 42.10

14 17.57.30 18.02.15 00.04.45 42.10

15 18.03.00 18.07.45 00.04.45 42.10

16 18.08.15 18.13.00 00.04.46 41.96

17 18.14.00 18.18.45 00.04.47 41.81

18 18.19.15 18.24.00 00.04.48 41.67

19 18.39.00 18.43.45 00.04.49 41.52

20 18.58.00 19.02.45 00.04.50 41.38

21 19.17.00 19.21.45 00.04.51 41.24

22 19.37.00 19.41.45 00.04.52 41.10

23 19.57.00 20.01.45 00.04.53 40.96

24 20.17.00 20.21.45 00.04.54 40.82

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