STUDY OF SEEPAGE LOSSES FROM IRRIGATION ...3.3 Desig and Construction onf Experimen Wellt s 8 3.4...

PINSTECH-170 Revision 1 June 2004

STUDY OF SEEPAGE LOSSES FROM IRRIGATION CANALS USING RADIOACTIVE TRACER TECHNIQUE

Manzoor Ahmad

Jamil Ahmad Tariq

Abid Rashid*

Muhammad Rafiq

Naveed Iqbal

Radiation and Isotope Application Division Pakistan Institute of Nuclear Science and Technology

P.O. Nilore, Islamabad, Pakistan Phone No. 92 51 9290261

Fax No. 92 51 9290275 E-mail: [email protected]

* Pakistan Council of Research in Water Resources House No. 3 Street 17, F-6/2, Islamabad, Pakistan

mailto:[email protected]

ABSTRACT

Pakistan has an intricate irrigation system comprising a huge network of canals. A significant fraction of water in irrigation canals is lost through seepage, which is further responsible for water logging and salinity in some areas. Government is considering lining of irrigation canals to overcome this twin menace. Due to involvement of huge costs, highly pervious sections where the seepage rate is appreciably high, are needed to be identified for planning and execution of remedial actions to eliminate or minimize seepage losses. The conventional methods of measuring seepage rate from canals are limited to 'ponding' and 'inflow-outflow' methods. The ponding method is usually restricted to small canals because of the costly bulkheads and water requirement, unaffordable closure of canal, non-representation of the line source and variation in the rate of seepage loss with time due to the sealing effects of fine sediments settling out. Inaccurate measurement of discharge under field conditions and complication due to diversions do not favour the inflow-outflow method. It is believed that the analytical methods represent the most accurate and convenient means of. determining seepage values using accurate insitu hydraulic conductivity of the subsoil determined by radiotracer, geometry of the canal and position ofthe groundwater.

As a practical application, radiotracer experiments were carried out at Rakh branch canal near Sukhiki, District Hafizabad (Punjab) to determine groundwater filtration velocity by single well point dilution technique using Technetium-99m (99mTc) radioactive tracer. Hydraulic conductivity (determined from filtration velocity and hydraulic gradient) and canal parameters were used in the parametric equation of phreatic curve to estimate the seepage rate. The average seepage rate was 4.05 cubic meter per day per meter length of the canal (equivalent to 3.795 cusec per million square feet or 1.157 cumec per second per million square meter of wetted area of the canal. The radiotracer (99mTc) having very short half-life (6 hrs) poses no health hazards as it decays in one day after traveling a very short distance, at the most a few meters. A very small quantity of the tracer required for a test can be met from the leftover activity of "mTc imported for medical centers. However ECNEC has approved a project to produce "mTc locally at PINSTECH which will ensure its availability at competitive cost.

In this study it has been proven that radioactive tracer technique can be used to determine seepage losses from distributaries to biggest canal either unlined or lined in running condition without its closure or disturbing flow. Cost per test based on few tests is about Rs.100,000/- which could be reduced to Rs. 60,000/- per test for the large scale investigations by creating facilities for drilling and fabrication offilters. The seepage tests can be repeated at the same locations using the existing wells at a cost of Rs. 15000/-. Therefore, this technique is also useful to evaluate the effectiveness of the lining or any other remedial measure.

Considering the accuracy of the radiotracer technique and availability of facilities at reasonable cost, this novel technique may be applied at national level.

Key words: canals, seepage losses, radioactive tracer, lining

CONTENTS

1. INTRODUCTION 1

2. METHODS FOR MEASUREMENT OF SEEPAGE LOSSES 2

2.1 Ponding Method 3

2.2 Inflow-Outflow Method — — - r — 4

2.3 Seepage-meter Method 4

2.4 Radioactive Tracer Method 5

3. EXPERIMENTAL APPLICATION — 6

3.1 Selection of Sites 6

3.2 Drilling of Test Holes — — 7

3.3 Design and Construction of Experiment Wells 8

3.4 Measurement of Groundwater Filtration Velocity — 1 0

3.5 Calculation of Seepage Losses 11

4. RESULTS AND DISCUSSION 12

4.1 Environmental Isotopes 14

5. RADIATION HAZARD 15

6. COST 16

7. RECOMMENDATIONS -.— 17

ACKNOWLEDGEMENTS 17

REFERENCES -18

APPENDIX-1: Results of soil texture at Jhang Branch Canal

APPENDIX-2: Results of soil texture at Rakh Branch Canal

APPENDlX-3: Photographs of various activities

STUDY OF SEEPAGE LOSSES FROM RAKH BRANCH CANAL USING RADIOACTIVE TRACER TECHNIQUE

1. INTRODUCTION

Pakistan is an agricultural country and lies in the arid and semi-arid

region. In order to sustain agriculture, an intricate irrigation system comprising a

huge network of canals has been in operation for more than one hundred years.

Though the country needs every drop of water to be effectively used but a

significant fraction of water is being lost from the system through seepage, which

is further responsible for water logging and salinity. Seepage rates of different

canals of Punjab range from 2.24 cfs/msf (cubic feet per second per million

square feet of wetted area) to 48.92 cfs/msf [1], One way to stop the seepage is

total lining of the canals, which is not economically feasible. At highly pervious

sections where the seepage rate is appreciably large, such measures can be

taken to stop this loss at reasonable cost. Hence the study of seepage from

various canals would be pre-requisite for planning and execution of remedial

measures to eliminate or minimize seepage losses. Normally, the objectives of

seepage measurements are [2]:

• to determine seepage losses from unlined canals and to locate

reaches with excess seepage as a basis for lining considerations;

• to check seepage losses through different designs of completed

reaches of a canal system with the aim of predicting seepage rates in

the planned system and adapting the design according to the findings.

This may involve lining, where this had not been foreseen, and vice-

versa, changing the type of lining or changing the size of canal cross-

section and structures according to actual flow rates;

i

• to record seepage rates on lined or unlined canals as comparative data

for the planning and design of other irrigation projects;

• to determine the exact amount of water conveyed in the canal system

in order to operate the system properly.

2. METHODS FOR MEASUREMENT OF SEEPAGE LOSSES

A variety of methods have been developed for the calculation of seepage

from irrigation canals. Those most useful may be grouped into:

• empirically developed formulae;

• solutions arrived at by analytical approaches;

• solutions derived from electrical analogy.

The use of empirical formulae can only produce rough estimates, whereas

analytical methods have given highly accurate results when applied to conditions

for which they are developed. It is believed that these solutions today represent

the most accurate and convenient means of determining seepage values from

known hydraulic conductivity ofthe subsoil, geometry ofthe canal and position of

the groundwater table.

Currently accepted methods of measuring the quantity of water lost by

seepage from existing canals are limited to ponding, inflow-outflow and

seepagemeter determinations [2,3]. Special methods are: the use of tracers,

electrical logging or resistivity measurement, piezometric surveys and remote

sensing. These special methods are essentially limited to qualitative indication of

seepage, that is, its distribution along the canal. Each method has advantages

and limitations. No single method is adaptable to all conditions encountered in

the field.

2

2.1 Ponding Method

Two cut-offs are erected in a canal to isolate a stretch, which is filled with

water. After applying the evaporation correction, the quantity of water lost is

considered seepage. The rate of seepage loss is determined by one of the two

methods viz. falling level and constant level. Neither sophisticated equipment nor

very trained manpower is required for application of this technique. It is a direct

method to measure seepage loss from a considerable length of a canal. The

disadvantages of this technique are:

1) Closing of canal is impracticable and is very expensive depending upon

the size of the canal.

2) When the canal is closed the measurement is not representative of the

line source (i.e. canal) as a small portion is filled with water.

3) Large quantities of water are required if the canal under test is initially dry.

4) Costly watertight bulkheads are to be built at each end of the reach.

Hence the method is usually restricted to small canals.

5) The rate of seepage loss from the test section can vary with time because

of the sealing effects of fine sediments settling out, or in the case of canal,

which is initially dry, because of the time taken to saturate the underlying

formation, or a combination of both.

6) The rate of seepage loss determined by ponding can be very different

from that measured in flowing water because of restoration or self- sealing

effects.

3

2.2 Inflow-Outflow Method

Inflow and outflow of the canal is measured at two pre-selected sections.

The difference between the quantities of water flowing into and out of the canal

reach, after accounting for evaporation, is attributed to seepage loss.

Disadvantages of this method are:

1) This method requires accurate measurement of discharge, which is

usually not practicable under field conditions.

2) Only heavy seepage losses produce meaningful differences in the

discharge.

3) Presence of diversions from a canal complicates the determination of

seepage rate.

2.3 Seepage-meter Method

Although, it is the simplest and cheapest device regarding construction as

well as operation, but it is unreliable due to certain errors and limitations. It

consists of a watertight cylindrical metallic cup connected by a hose to a flexible

(plastic) water bag floating on the water surface. The cup is pushed into the canal

bed with the help of its handle. The water flows from the bag into the cup, where

it seeps through the canal subgrade area isolated by the cup. By keeping the

water bag submerged, it will adapt itself to the shrinking volume so that the

heads on the area within and outside the cup are equal. The seepage rate is

computed from the weight of water lost in a known period of time and the area

covered by the meter. Various types of seepage-meters have been developed.

Generally the disadvantages are following.

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1. Seepage-meters can only be used in unlined canals.

2. They are restricted only to beds and the seepage through the banks

cannot be encountered.

3. Disturbance of the soil during insertion of the meter can cause

indicated seepage rates to be higher than actual.

4. They cannot be used in very gravely soil, because of the difficulty of

forcing the cup into the bed of the canal, and in sandy soil as it is

likely to be washed away by the water current.

2.4 Radioactive Tracer Method

This is an indirect method and involves the measurement of filtration

velocity (Darcy velocity) of groundwater in the near vicinity of the canal by single

well tracer dilution technique. Information about the canal parameters is used to

represent mathematically the vetted perimeter of the canal from which seepage

rate can be calculated. The method is based on the conformai transformation of

z-plane of the canal cross-section to the region of Zhukovsky's Function to obtain

the seepage from the canals with curvilinear perimeter. Considering the shape of

region of Zhukovsky's Function to be a semi-ellipse, Numerov derived the

parametric equations for the perimeter of the canal and the shape of phreatic

curves involving the contribution of the seepage resulting from canal [4]. This

method has the following advantages over the conventional methods.

1) The test is carried out without interrupting the normal flow in the canal and

so the disadvantages resulting from the closure of the canal are not

encountered.

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2) Discharge in the canal need not be measured so the inaccuracies

resulting therefrom (e.g. those in case of inflow-outflow method) do not

come up in the calculated seepage loss.

3) It does not change any parameter of the canal (such as permeability) on

which seepage rate depends.

4) The time required to carry out the test is much less as compared to that in

case of other methods mentioned above.

5) It is applicable to.lined/unlined canals of any dimensions.

6) Experiment can be repeated as it usually takes short time.

This method has also some disadvantages:

1) It is the point method and the seepage rate varies with the variation of soil

texture and the watertable conditions.

2) A delicate & costly equipment is required to carry out tracer experiments.

3) Radiotracer is not easily available as it is imported or produced in a

nuclear reactor. In Pakistan such facility (Pakistan Atomic Research

Reactor) is only available at PINSTECH.

I

3. EXPERIMENTAL APPLICATION

3.1 Selection of Sites

To select the experimental sites the following criteria were used.

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• the site should be in the canal section having significant seepage

losses,

• the site should not be under the influence of any other canal, river or

tube well etc.,

• the site should be easily approachable.

To fulfill the major criterion (i.e. first one), results of the study

"Identification and relative contribution of various sources towards water logging

and salinity in Rechna Doab using isotopic techniques" carried out by PINSTECH

under ISM-R CGP (PCRWR) Research Programme were used [5]. This study

shows that the upland area in the North East of Rechna Doab between Marala-

Ravi Link Canal and Qadirabad Balloki Link Canal (QBLC) in which UCC and its

branches/distributaries and upper reaches of Lower Chenab Canal (LCC) are

present, does not show any significant recharge from the canals. This area has

about 3-4 m thick layer of clayey silt at the top, which restricts the seepage from

the canals. Due to this reason, no section of UCC was selected, and LCC and its

branches were considered. As far as LCC is concerned, it is accompanied by

other canals up to Kaleki Headworks, where it splits into Jhang Branch and Rakh

Branch. According to the isotopic study, the groundwater of this area has

significant contribution from canal water. During the survey, big patches of land

affected by water logging and salinity were also observed in this area. Keeping in

view the set criteria, two sites: one at Rakh Branch Canal (RBC), to the east of

Sukhiki Town near Astana Alia Pir Shabbir Hussain Bukhari and the other at

Jhang Branch Canal (JBC) to the west of the same town near Mona Jhal Bridge

were selected.

3.2 Drilling of Test Holes

Two test holes of 7 cm dia., one at the site along RBC (13.5 m deep) and

7

the other at the site along JBC (10 m deep) were drilled by hand percussion

method. Piezometers of 3 cm dia were also installed in both the test holes. Water

samples from piezometers and canals were collected and water table was

measured. Soil samples from different depths were collected for grain size/soil

texture analysis. All the samples were visually examined and selected samples

were got analyzed for grain size distribution. The soil at the site along JBC was

clayey up to 6.5 m depth so this site was rejected because the seepage loss

through such a thick clayey bed is normally not measurable. Results of grain size

analysis of samples collected from this site are given in Appendix A. The site at

RBC having sandy/silty soils was selected for study of seepage losses. Results

of grain size analysis of samples collected from this site are given in Appendix B.

Discharge of the canal at this section is about 31 cubic meter per second (1100

cusecs).

3.3 Design and Construction of Experiment Wells

Two experimental wells, about 13 m deep, were constructed along the

Right Bank of RBC near Sukheki, Distt. Hafizabad. For this purpose boreholes of

25 cm dia. were drilled by hand percussion method and casings having filter

about 9.5 m at the bottom were installed. Hydraulic conductivity of the soil was

estimated which was used to design the filter tube and select the gravel for

shrouding [6]. Selection of the gravel size and design ofthe filter tube were made

according to the following important condition for single well point dilution

technique [7],

Ki > K2 > K3

Where K-i, K2 & K3 are hydraulic conductivities of filter tube, gravel and porous

medium (soil). These parameters are not needed to be measured very

accurately. Hydraulic conductivity ofthe soil (K3) was determined using D10 & D6o

of soil samples. In the present case, considering the type of saturated soil of

8

upper layers as sandy clay, K3 was estimated to be 0.001 cm/s. Ki and K2 were

assigned to fulfill the above said condition. D50 of gravel was calculated using the

following relation [6],

(D50)2 = K 2 /C 2

where C2 = 0.4, D50 in mm and K2 in cm/s. Well graded gravel of Attack Quarries

having grain size <16 Mesh No. (equivalent to D5o - 0.6 mm) was used for

shrouding. In order to obtain the required K^ slit size and open area of the filter

tube was adjusted. Figure 1 shows the design of the wells. Detail of the design

parameters is as follows.

Filter tube:

Material: PVC B-class

Filter diameter: 10 cm

Length of a slit: 5 cm

Width of a slit: 0.25 mm

No. of slits per circle: 63

Blind distance between two circles: 4 cm

Open area: 2.5 %

Hydraulic conductivity: 0.4 cm/s

Gravel shroud:

D50 of gravel: 0.6 mm

Hydraulic conductivity (K2): 0.144 cm/s

Development of the wells was done using injector pump. Top levels of the

wells and the canal water were determined by surveying (leveling). Water table

was measured in the wells. Width and depth of the canal were also measured.

9

3.4 Measurement of Groundwater Filtration Velocity

To measure the groundwater filtration velocity, single well point dilution

technique was applied [7,8], A fully penetrating well with a gravel pack is

generally required for this purpose. The presence of a well distorts the flow lines

in the aquifer. If a small pulse of radioactive tracer (technetium-99m, half-life: 6

hours) is injected and homogenized in an isolated section of the well, the tracer

gets diluted due to the movement of water through the filter tube. The horizontal

flow is the main cause of tracer dilution under field conditions. The rate of dilution

of the tracer is monitored with a detector, which is usually a scintillation detector

placed in the measuring volume. From the temporal response ofthe detector and

the extent of distortion of the groundwater flow field caused by the presence of

the well, the filtration velocity is calculated.

The concentration of the tracer injected in the measurement volume

decreases exponentially with time. The filtration velocity Vf' of groundwater has

been derived from simple differential equation: dC/dt = - CQA/.

vf = (V / otFt) In (C0/ (i)

where

Q = Discharge through the isolated section ofthe well.

V = measurement volume.

F = cross-section of measurement volume perpendicular to the direction

of undisturbed groundwater flow.

C0 = tracer concentration at time t = 0 when an exponential decrease of

tracer concentration starts.

C = tracer concentration at time t.

10

a = convergence factor for the lines of flow intercepted by the borehole

and is the ratio of asymptotic width of tracer cloud to the inner

diameter of the well screen.

For a well screen of inner radius Ri, the equation (i) can be written as:

vf = (n Ri / 2 a t ) In ( C0 / C) (ii)

The value of a depends on the construction of the borehole and the nature

ofthe porous medium and may be calculated by using the following equation:

where A = {1 + ( Ri / R2 f } + K2 / Ki { 1 - ( Ri / R2 f }

B = {( Ri / R2 ? + ( R2 / R3 ? } + K2/ Ki {( Ri / R3 )2- ( R2 / R3 )2}

Ri, R2 are internal & external radii of filter tube, R3 is the radius of bore.

Value of a for both the wells was calculated as 3.45 [6], The experiment

for measurement of filtration velocity was carried out in each well. For this

purpose, a comprehensive system comprising a Rheometer probe, control unit,

data logger, computer and a recorder was used. Schematic diagram of the

system has been shown in Figure 2. The probe is equipped with tracer injection

system, homogenization system and a radiation detection system.

3.5 Calculation of Seepage Losses

The rate of seepage from the canal was determined by the following

a=> 8 / {A (1 + K3 / K2 ) + B (1 - K3 / K2 )} («0

766

parametric equation of the phreatic curve [4,9],

x = (q / 2K ) + {(B - q / K) / 2} cosh (nKy / q) + H sinh (nKy / q) (iv)

where q = Seepage rate in cubic meter per day per meter length of canal

(m3/d.m)

x,y = Co-ordinates of any point on the phreatic line (m).

H = Maximum depth of water in the canal (m).

K = Coefficient of permeability (m/d).

B = Top width of canal (m).

In this case, the value of q can be obtained by measuring the value of K and the

x and y co-ordinates of any point on the phreatic line as well as the top width (B)

and the maximum depth (H) of the canal flow. Cross-section of the canal at the

experimental site of the present case study has been shown in Figure 3. The

values of x, y, H and B were measured at the experimental site. Coefficient of

permeability (K) was determined by Darcy's law: K = vf / I, where T is the

hydraulic gradient calculated by measuring the water table in the wells. All these

values were put in the Eq. No. (iv) and the value of 'q' was varied by iterative

method. Convergence ofthe right hand to the left hand side gave the value of 'q'.

4. RESULTS AND DISCUSSION

For measurement of groundwater flow velocity, the radiotracer responses

in Well No. 1 and 2 are shown in Fig. 4a and Fig 5a. The peaks at the beginning

are due to cyclic movement of the tracer plume towards the detector. When the

tracer is completely mixed in the isolated volume, its concentration is decreased

exponentially due to dilution resulting from the discharge through the well and

radioactive decay. Fig. 4b and Fig 5b indicate the tracer responses in both the

wells on log scale. After the mixing peaks, a straight line is obtained along which

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an interval (C0 to C) is selected. By using a computer software "PAKSAR"

especially developed for single well point dilution technique and input parameters

filtration velocity is calculated. Various parameters measured in the field and the

calculated values of seepage rate are given below. 5180, Ö2H and tritium of water

samples collected from the canal and boreholes have also been used to estimate

the contribution of canal water in shallow groundwater.

Filtration velocity in Well No. 1 = 0.07 m/d

Filtration velocity in Well No. 2 = 0.056 m/d

Average filtration velocity (Vf) = 0.063 m/d

Hydraulic gradient (I) = 0.0236

Coefficient of permeability (K = vf /1) = 2.665 m/d

Top width of canal (B) = 37.5 m

Maximum depth of canal (H) = 1.5 m

Parameters Well No. 1 Well No. 2

Watertable (above mean sea level) 201.56 m 201.10 m

Distance of measurement point from the

central line of the canal ( x )

27.85 m 47.31 m

Depth of water level below canal bed (y) 0.37 m 0.84 m

Seepage rate 3.495 nrVd.m 4.605 rrvVd.m

Average seepage rate 4.05 m3/d.m

The seepage losses have been estimated on the basis of radiotracer

experiments performed only at the right bank of the canal with the supposition

13

that the phreatic curves for both the banks are simitar. However, it is advisable to

make the measurements on both the banks and average value will actually

represent the seepage rate. Being a point method, it gives the seepage loss for

the section at which the experiment was performed so it may not be applied for

the sections having different soil and watertable conditions.

In order to express the seepage loss in the popular units of cfs/msf (cubic

feet per second per million square feet of wetted area), the wetted area of the

RBC according to the parameters of the experimental site was estimated and the

conversion factor was calculated. For this section, seepage loss of 1 cubic meter

per day per meter length of the canal is equivalent to 0.937 cfs/msf (cubic feet

per second per million square feet of wetted area). In this way the seepage at

experimental site of the canal is about 3.795 cfs/msf.

Seepage rates of different canals of Punjab quoted in literature range from

2.24 cfs/msf to 48.92 cfs/msf [1]. During 1995 ponding tests carried out at

Fordwah Eastern Sadiqia Canal indicated the seepage losses from less than 1

cfs/msf to 4.3 cfs/msf. By using inflow-outflow method along other sections in the

same project area, higher values (4.949 cfs/msf to 8.668 cfs/msf) were found

[10]. Seepage loss measured on Chashma Right Bank Canal for earthen reaches

is 4.381 cfs/msf and that for lined reaches is 2.971 cfs/msf [11]. Although, canal

seepage may vary with soil conditions, watertable and canal parameters, the

seepage rate found by radiotracer technique seems in reasonable agreement.

4.1 Environmental Isotopes

The following data of ô180, S2H and tritium of water samples collected from

the canal and borehofes have also been used to estimate the contribution of the

canal water in shallow groundwater of very close vicinity.

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Source Ô180 ( % o ) S2H (%O) Tritium (TU) Well No. 1 -9.3 -65.8 13

Well No. 2 -9.4 -64.8 11

Canal Water -10.0 - 68.2 12

Rain water

(Sargodha) -4.5 -22.0 —

Chenab River and its canals have 5180 from -11.58 to -6.25 %o with mean value

of -10.0 %o, and Ô2H from -80 to -38 %o with mean value of -68.2 %0. S180 and Ô2H

of rain at Sargodha are -4.5 %o and -22 %o [12]. In the upper parts of Rechna

Doab having no contribution of canals/rivers, ô180 index of groundwater is about

-5.5 %o. Ô180 and Ô2H values of water samples collected from the experimental

wells reflect major contribution of canal water. Fraction of canal water in its near

vicinity was calculated using ô180 values by two component mixing equation.

F c = ( ô r - ô m ) / ( ô r - ô c )

where subscripts c, r and m stand for canal, rain and mixture (i.e. groundwater)

respectively. Fraction ofthe canal water in the shallow groundwater just near the

canal comes out 87%. Similarity of tritium values of canal and groundwater also

show the quick recharge from the canal.

5. RADIATION HAZARD

In any radioactive tracer experiment, two aspects i.e. protection of the staff

and the general population are involved. In a seepage test a very small quantity

of the tracer is eluted from the leftover activity of " m Tc generator imported for

medical centers. The generator has proper lead shielding so that it does not pose

any radiation hazard during transportation. During the field experiments, radiation

doses received by the workers are recorded by thermoluminescent dosimeters

(TLDs) and Pocket dosimeters. TLD results for the reported investigation show

15

that the maximum dose to any individual was a very small fraction (0.05 mSv) of

the maximum permissible dose (0.4 mSv per week) [13]..

In order to ensure the safety of the general public, area under

investigation is kept isolated and out of reach of general public. Generally the

selected test point is away from any hand, pump/tubewell used for exploitation of

groundwater for drinking or any other purpose. The radiotracer (99mTc) having

very short half-life (6 hrs) is not harmful as it decays in one day traveling very

short distance, at the most a few meters. Therefore, the radioactive isotope used

as a tracer was not hazardous for public health.

6. COST

The major costs involve preparation of boreholes and mobilization

charges/ trips of the field team to carry out tracer tests. Cost of the wells depends

on their depth of water-table. Estimate of a test using two wells of 100 ft depth is

given below.

Sr.No. Item Qty- Rate (RS.)

Amount (Rs.)

1 PVC pipe and special filter (D-Class) and transportation

200 ft 100 20,000

2 Drilling cost 200 ft 150 30,000

3 Special gravel and transportation 150 ft3 6,000

4 Miscellaneous (GI pipe for top end, Ropes, Bags, sockets, bonding solution, cement etc.)

4,000

5 TA/DA, POL, contingencies 35,000

6 Field contingencies 5,000

Total 100,000

Cost per test based on few tests is about Rs. 100,000/- which could be reduced to

16

Rs.60,000/- per test for the large scale investigations by creating facilities for drilling and

fabrication of filters.

7. RECOMMENDATIONS

It is recommended that the most pervious canal sections where the

seepage rate is appreciably high, may be identified as a first step to plan lining or

other remedial measures. Considering accuracy ofthe radiotracer technique and

availability ofthe facilities at reasonable cost, it may be applied at national level.

ACKNOWLEDGEMENTS

We express our profound gratitude to Chairman PAEC for his valuable guidance

and keen interest in establishing the facilities and expertise for application of

nuclear techniques in this field of vital national importance. The equipment for

field measurements and staff training were provided by the International Atomic

Energy Agency under a Technical Cooperation Project. The field investigation

was" partially funded by the Pakistan Council of Research in Water Resources

(PCRWR) for which we are highly indebted to Chairman, PCRWR. We are also

highly thankful to Director General PINSTECH for his keen interest. Special

thanks are due to Isotope Production Division, PINSTECH for providing

radiotracer and Health Physics Division, PINSTECH for providing dosimeters.

We would like to express our deep appreciation to Mr. Waheed Akram for his

help in compilation of the report and Muhammad Islam Pasha for his support

during fietdwork.

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REFERENCES

1. Ahmad, N., Groundwater Resources of Pakistan, 61-B/2 Gulberg-Ill,

Lahore, 1995.

2. Kraatz.D.B., Irrigation canal lining, Irrigation and Drainage Paper-2, Water

Resources and Development Service, Land and Water Development

Division, Food and Agriculture Organization of the United Nations, Rome,

1971.

3. Weller,J.A. and McAter,P., Seepage measurement techniques and

accuracy, Proceedings Workshop on Canal Lining and Seepage, 18-21

October, 1993, Lahore, Pakistan.

4. Krishnamurthy, K. and Rao, S.M., Theory and experiment in canal seepage

estimation using radioisotopes, Journal of Hydrology 9(1969) 277-293.

5. Sajjad,M.I., Tasneem.M.A., Ahmad,M., Hussain.S.D., Khan.l.H., Akram.W.

and Qureshi.R.M., Identification and Relative Contribution of Various

Sources Towards Water logging & Salinity in Rechna Doab-Using Nuclear

Techniques, Final Report on ISM-R CGP (PCRWR) Research Project (July,

1988 to July, 1991).

6. Klotz, D., a - Werte Ausgebauter Bohrungen, Gesellschaft fur Strahlen-und

Umweltforschung mbH Institut fur Radiohydrometrie, GSF-Bericht R

176,1978.

7. Halevy,E., Borehole dilution techniques: A critical review, in: Isotopes in

Hydrology, I.A.E.A Vienna, 1967.

18

8. Drost.W and Klotz,D, .Aquifer Characteristics In Guidebook on Nuclear

Techniques in Hydrology, I.A.E.A, Vienna, 1983.

9. Halek,V. and Svec.J., Groundwater Hydraulics, Elsevier Publishing

Company, Amsterdam ,1979.

10. Mian,H.U., A discussion paper on seepage experiments and project

alternatives, Presented in Project Coordination Committee Meeting, 28

June, 1995.

11. Siddique, M., Pasha, F.H. and Choudhri, A.M., Seepage loss measurement

on Chashma Right Bank Canal, Proceedings Workshop on Canal Lining

and Seepage, 18-21 October, 1993, Lahore, Pakistan.

12. Hussain.S.D., Sajjad,M.I., Akram.W., Ahmad,M., Tasneem.M.A., Tariq,J.A.,

Surface water / groundwater relationship in Chaj Doab, PINSTECH Report

No. PINSTECH/RIAD-122 (1990).

13. IAEA, (1996), International Basic Safety Standards for Protection Against

Ionizing Radiation and for the Safety of Radiation Sources, IAEA Safety

Series No. 115, International Atomic Energy Agency, Vienna, Austria.

19

r

F i g u r e s

Ground Level

Protection Cap with locking arrangement

.-v.-'-* •

•• \ • • -, Y •. ." • : •• " • " • " • " • •• •- V •• ;

• •.•• •

'. •• -• • -• • •• i sii! !

/.•vvvvvv\Vvvvv y-fy-f/:

••.•••.••".• -v -v *,* •*

.• • .• % .• *,*,.. • i

•.•'.••••.••••.••••.••••.•.••.••••. • ' . • • ' . • ••.•

• •• • \ • . . \ . *. •

•WWXy-X ••,'• .•.'• ••.'•

Concrete Pedestal

Bore hole (25 cm dia) W.T.

* * ; . • . » ,* « .* • ,*

m »

Gravel Shroud

#(10 cm dia, B-class PVC)

-Formation Sand

* . * . • . • . • . ' . • .

• •.•• •.•• •.•• •.•• •.'• •.'•

•'.*

Design Parameters Slit Size 0.5mm

of Slits per circle 63 Length of slit 6cm Distance between Two circles 3 cm

area 6.5% • •."• •,"• • . ' • • . ' • • .

• ; *. % ; % t» ;

tftfi ïXXXX \ '. ,< '. ; ,» ; ; ; . • . • .• •.' ••• •:.• •:.• •:.• •.• •:.•

Fig. 1. Design of well for radioactive tracer test

CL t u 4—1 eu E o CD

JZ Ct

Detector

Rubber packers

Tracer mixer

Rubber packers Motor Magnetic valve

Tracer reservoir

Load cap \S

Fig. 2. Block diagram of Rheometer system

Fig. 3. Cross section of Rakh branch canal at Sukheki and location of experimental wells

Time elapsed (sec)

Fig. 4a. Response of radiotracer in Well No. 1 (linear scale)

Time elapsed (sec)

Fig. 4b. Response of radiotracer in Well No. 1 (log scale)

Time elapsed (Sec)

Fig. 5a. Response of radiotracer in Well No. 2 (linear scale)

Time elapsed (sec)

Fig. 4b. Response of radiotracer in Well No. 1 (log scale)

Appendix-I

Results of soil texture at Jhang Branch canal

REU. DATE OPERATOR SUPERUISOR

Q SHAFIQ M.JAMIL

C L I E N T ; P R O J E C T : S I T E : BOREHOLE : S P E C I M E N : D E P T H CM]

SOILCON 50IL MECHANICS LABORATORY

GRAIN SIZE ANALYSIS (ASTM D 4 2 2 )

PCRUR STUDY OF SEEPAGE JHANG BRANCH CANAL

: S A M P L E : J - I : I T Y P E : DISTURBED

I - 0 0 - I - 0 0 T E S T DATE : J | - 0 8 - 9 9

C O B B L E S G R A U E L S A N D S I L T C L A Y c I M | F

100

90

80

s 7 0

u

a 60 z In 50 in <r

40

30

20

10

0

3" 1.5" I" 3 / 4 " 3/8" . .1 .1 JU^-

A

1 -I—

i I I I t_ • • • 1 L

10 20 40 60 IOO 200 ASTN SIEVES i f i f _ [ j j i r i i—i r-

1 0 0 10 1 0 - 1 GRAIN DIAMETER Cmm3

0 - 0 1 0 - 0 0 I

100

90

80

70

60

50

40

30

20

10

0

SPEC

IMEN

SYM

BOL

|

DEPTH Cm)

i CO

BBLE

S

LLJ <r az <L tr>

. PA

SSIN

G '•2

00 A

STM

t SI

LT

•/. CL

AY

Deo [mm]

D 5 0 [mm]

D30 [mm]

D.O [mm]

Cu Cc

SPEC

IMEN

SYM

BOL

|

f rom t o

i CO

BBLE

S

LLJ <r az <L tr>

. PA

SSIN

G '•2

00 A

STM

t SI

LT

•/. CL

AY

Deo [mm]

D 5 0 [mm]

D30 [mm]

D.O [mm]

Cu Cc

GR i i I -00 1 -00 1 99 3* 96* 3-6E-17* 4-1E-2I* 5-4E-29* 7 -1E-037* 5- 1E+I9 1.1E-01

NOTES:

* : OBTAINED BY EXTRAPOLATION OF EXPERIMENTAL DATA Grl; LAB-REF:38/96

REU. DATE OPERATOR SUPERVISOR

0 SHAFIQ M.JAMIL

C L I E N T : P R O J E C T ; S I T E : B O R E H O L E : S P E C I M E N : D E P T H C m ] : T E S T D A T E :

SOILCON SOIL MECHANICS LABORATORY

GRAIN SIZE ANALYSIS (ASTM D 422)

PCRUR/PINSTECH STUDY OF SEEPAGE JHANG BRANCH CANAL

: S A M P L E : j - 5 : I T Y P E : DISTURBED

5 - 0 0 - 5 - 0 0 - 0 8 - 9 9

C O B B L E S G R A U E L s a n d S I L T C L A Y C O B B L E S G R A U E L c 1 M 1 • F

S w

0 2

<1 Q.

100

90

80

70

60

3"

£ 50

40

30

20

10

0

r . 5 " i " J / 4 " 3 / 0 " J • ' I I I I n r m T T

0 0

10 20 ,.'••• •. •< 40 60 100 300 ASTM SIEVES 1 1 i —1—1 |II|I-I 1—1-

I. • • . I. • • 1 0 1 0 - 1 0 - 0 1

G R A I N D IAMETER CmmD O - O O l

100

90

80

70

60

50

40

30

20

1 0

0

SPE

CIM

EN

SYM

BOL DEPTH Cm)

in UJ

1 ca CO 0

—I LU => <r az t a

•/.

SAN

D

1—1 to Ul 01 _ <r O S o

t S

ILT

•/.

CLA

Y

D e o

[mm]

DSO

[mm]

Û30

[mm]

DlO

[mm]

Cu Cc

SPE

CIM

EN

SYM

BOL

f r o m t o

in UJ

1 ca CO 0

—I LU => <r az t a

•/.

SAN

D

1—1 to Ul 01 _ <r O S o

t S

ILT

•/.

CLA

Y

D e o

[mm]

DSO

[mm]

Û30

[mm]

DlO

[mm]

Cu Cc

GR 1 1 5-00 5-00 7 12 80 21* 60* 5-3E-03* 1-4E-03* 1-1E-01» 3- 1E-006» 6-5E+02 2-7E-OI

NOTES:

* : OBTAINED BY EXTRAPOLATION OF EXPERIMENTAL DATA Gr 1 ; LAB-REF."38/96

REU- DATE OPERATOR SUPERVISOR

0 SHAF1Q M.JAMIL

C L I E N T : P R O J E C T : S I T E : BOREHOLE : S P E C I M E N : D E P T H [ M ] ; T E 5 T D A T E :



PCRUR/PINST'ECH STUDY OF SEEPAGE JHANG BRANCH CANAL

S A M P L E : J - M T Y P E : DISTURBED

1 I -00 - 15-00 .08-99

C O B B L E S G R A U E L S A N D S I L T C L A Y C O B B L E S G R A U E L C 1 M | F

100

90

80

70

60

3"

2

* 50 <r

40

30

20

10

0

1-5" 1" 2/4iï' 3/a« A I I I 1

I I I J.

10 -4-

20 40 EO 100 200 ASTM SIEVES i,). • • i I. • L i I

1 0 0 10 1 0 - 1 O - O l GRAIN DIAMETER CmnO

O - O O l

100

90

80

70

60

50

40

30

20

10

0

SP

EC

IME

N

-j • aa

DEPTH Cm) u~> i . .i -j CO

—j LlJ r> <x Cf 1 co

CO <1 en _

1— I—» Ol

>-<x —I <_J Deo D s o Dm D i o C u Cc

SP

EC

IME

N

>-m f r o m t o o CD 1 co <T o

1— I—» Ol

>-<x —I <_J

Emm] [ m m ] [ m m ] [ m m ]

Gr l i 11 -00 15-00 6 94 14* 80* t.3E-04« 1.9E-05* 4-4E-07» i-0E-Û08» I.2E+Û4 I.5E-0I

NOTES:

* : OBTAINED BY EXTRAPOLATION OF EXPERIMENTAL DATA Gr I; LAB-REF:38/96

SÜILCGN 5 0 I L M E C H A N I C S LABORATORY


REU- DATE OPERATOR SUPERUISOR 0 SHAFIQ M J A M I L

C L I E N T : P R O J E C T : S I T E : B O R E H O L E : S P E C I M E N : D E P T H : M : :

PCRUIR/P INS TECH STUDY OF SEEPAGE JHANG BRANCH CANAL

S A M P L E : J - 1 7 I T Y P E : DISTURBED

1 6 - 0 0 - 1 8 - 0 0 T E S T D A T E : I I . 0 8 - 9 9

C O B B L E S G R A U E L S A N D S I L T C L A Y C O B B L E S G R A U E L C 1 M 1 F

z i—i tn m <L Q.

100

90

80

70

60

50

40

30

20

10

0 i

20 10 60 100 200 «TM SIEVES i i i I»

1 0 0 1 0 1 0 - 1 0 - 0 1 G R A I N D I A M E T E R CmrrO

0 - 0 0 1

100

90

80

70

60

50

40

30

20

10

0

z LU 3T-i—t —1 CD CO

DEPTH Cm) W! LU 1 cd rri

1 LU <r rv

en 2 : <r in

•prt— „ LO tn<E tn _

•/. SI

LT

•/. CL

AY

Deo d 5 0 D30 Di 0 Cu Cc UJ Q_ U1

JL. > -

cn f r o m t o O <_> (J5

en 2 : <r in <L o Q_ CD

•/. SI

LT

•/. CL

AY

[mm] [mm] [mm] [mm]

Gr l l 16-00 18-00 2 98 4* 93* 5-3E-I2* 1 .IE-14* 4-3E-20» ! -8E-025» 3-0E+I3 2-0E-03

NOTES: * : OBTAINED BY EXTRAPOLATION OF EXPERIMENTAL DATA Gri; LAB.REF;38/96

REU- DATE OPERATOR 5UPERUIS0R

0 SHAFIQ M. JAMIL

C L I E N T : P R O J E C T : S I T E : BOREHOLE : S P E C I M E N : D E P T H I M L :

S O I L - C O N

SOIL MECHANICS LABORATORY GRAIN SIZE ANALYSIS

(ASTM D 4 2 2 ) PCRUR/PINSTECH STUDY OF SEEPAGE JHANG BRANCH CANAL

: S A M P L E : j - 1 g : I T Y P E : DISTURBED

19-00 - 2 0 . 0 0 T E S T DATE : I I . 0 8 . 9 9

C O B B L E S G R Û U E L S A N D S I L T C L A Y C O B B L E S G R Û U E L C 1 M 1 ' F

0 z I—I tfl 01 <L D.

100

90

80

70

60

50

40

30

20

10

0

60 IOO 200 ASTH SIEVES ' . 1

i i i,i. i i i -Li J_ 0 0 10 1 0 - 1 0 . 0 1

G R A I N DIAMETER CmrrO 0-001

100

90

80

70

60

50

40

30

20

to

0

SPE

CIM

EN

SYM

BO

L |

DEPTH Cm)

"/. C

OB

BLE

S

LU z> <T CK U

% SA

ND

t/i<r < 2 g

•—i in

: '/.

CLA

Y

Deo [mm]

Dso [mm]

D30 [mm]

D,o [mm]

Cu Cc

SPE

CIM

EN

SYM

BO

L |

f r om t o

"/. C

OB

BLE

S

LU z> <T CK U

% SA

ND

t/i<r < 2 g

•—i in

: '/.

CLA

Y

Deo [mm]

Dso [mm]

D30 [mm]

D,o [mm]

Cu Cc

Gr i i 19-00 20-00 2 23 75 4BM 27* 3-2E-02* 1-BE-02* 6-OE-03* 2-0E-003* 1-6E+0I 5-7E-0I

NOTES:

* : OBTAINED BY EXTRAPOLATION OF EXPERIMENTAL DATA Gri; LAB-REF;38/96

REU- DATE OPERATOR SUPERUI50R

0 SHAFIQ M.JAMIL

CLIENT : PROJECT : S I T E : BOREHOLE : SPECIMEN: DEPTH C m J

SGILCON SOIL MECHANICS LABORATORY



SAMPLE: j - 2 i TYPE: DISTURBED

2 1 - 0 0 - 2 2 - 0 0 TEST DATE : i i .08.99

C O B B L E S G R A U E L S A N D S I L T C L A Y c M 1 F

100

90

80

A s 70

O 60 z in 50 tn 50 <E (L 40

30

20

10

0

1.5" 1" 3/1" 3/B" « 10 20 40 60 100 200 AST« S1EUES TTt—i 1 |i|, i • • L • I • 1 VT'fr '"11 T

11111 ' • 1 0 0

_L 1 0 . 1

G R A I N D I A M E T E R CmnO 0 .01 0 - 0 0 1

100

90

80

70

60

50

40

30

20

10

0

SPEC

IMEN

SYMB

OL

DEPTH Cm) LT) LiJ _l ÛÛ OÛ O (_>

—I LlJ <r LD

i SA

ND

PA

SS

ING

! '•200

AS

I^

'/. SI

LT

1 i i '/.

CLAY

D e o [mm]

& 5 0 [mm]

Û 3 0 [mm]

D 1 0 [mm]

Cu CC

SPEC

IMEN

SYMB

OL

from to

LT) LiJ _l ÛÛ OÛ O (_>

—I LlJ <r LD

i SA

ND

PA

SS

ING

! '•200

AS

I^

'/. SI

LT

1 i i '/.

CLAY

D e o [mm]

& 5 0 [mm]

Û 3 0 [mm]

D 1 0 [mm]

Cu CC

Gr i i 21 -00 22-00 74 26 26* 1 -2E-01 1-1E-01 7-8E-02 5-BE-002» 2-1E+00 8.6E-01

NOTES:

* : OBTAINED BY EXTRAPOLATION OF EXPERIMENTAL DATA GRI; LAB-REF;38/96

REU. DATE OPERATOR SUPERUISOR Q SHAFIQ M.JAMIL




S A M P L E : j - 2 5 S P E C I M E N : 1 T Y P E ; DISTURBED D E P T H C m 3 : 2 5 - 0 0 - 2 6 - 0 0 TEST DATE : i i . 0 8 - 9 9

C L I E N T : PROJECT : S I T E : BOREHOLE :

C O B B L E S G R A U E L S A N D S I L T C L A Y c M 1 F

/-v S

ID Z

100

90

80

70

60

3" I.5" I" 3/1- 3/8" « 10

S 50 <L Q_ 40

30

20

10

0

T " i m i i r • r

' • • * « *

20 40 60 IOO 200 ASTM 5JEVE5 p K - • • 1 • ' t t m—r » i"

100 1 0 - 1 0 - 0 1 GRAIN DIAMETER CmnO

0 - 0 0 1

100

90

80

70

60

50

40

30

20

10

0

SPEC

IMEN

SYM

BOL DEPTH Cm)

•/. CO

BBLE

S _t Lui Z> <r cc to

'/. SA

ND tD 2 i—i LT)

cn<r S o

•/. SI

LT

I CL

AY

Deo [mm]

° 5 0 [mm]

D30 [mm]

DlO [mm]

Cu Cc

SPEC

IMEN

SYM

BOL

from to

•/. CO

BBLE

S _t Lui Z> <r cc to

'/. SA

ND tD 2 i—i LT)

cn<r S o

•/. SI

LT

I CL

AY

Deo [mm]

° 5 0 [mm]

D30 [mm]

DlO [mm]

Cu Cc

Gr i i 25-00 26-00 71 29 29* 1-lE-Ol 9 • 7E-02 7-5E-02 5.8E-002» 1-9E+00 8-8E-0I

NOTES: * : OBTAINED BY EXTRAPOLATION OF EXPERIMENTAL DATA Gr 1 ; LAB-REF."38/96

REO - DATE OPERATOR SUPERVISOR

0 SHAFIQ M.JAMIL

SOILCGN

C L I E N T : P R O J E C T : S I T E : B O R E H O L E : S P E C I M E N : D E P T H [ M 3 T E S T D A T E

S O I L M E C H A N I C S LABORATORY



S A M P L E : J - 2 9 l T Y P E : DISTURBED

2 9 - 0 0 - 3 0 - 0 0

1 1 - 0 8 . 9 9

C O B B L E S G R A U E L S A N D S I L T C L A Y C O B B L E S G R A U E L C 1 M | F

S I L T

100

90

80

- 70 u

e> 60 :2

•in 50 m <L

40

JO

20

10

0

3" T

I-5" 1" 3/4" 3/8" 4

1 00 1

<0 - 4 -

20 40 60 100 200 A51M SIEVES pfrr-r-

1 1 ' • ' • * I . .1. . . i « • 1 0 1 0 - 1

G R A I N D IAMETER CmmD O - O I

_L 0 - 0 0 1

100

90

80

70

60

50

40

30

20

10

0

SPEC

IMEN

SYMB

OL DEPTH Cm)

LT> LU ÛÛ ea o u

i LU r> <T az o

Q Z <r <r>

Z^ u-t I 1/1 _ <z o II o

•/. SI

LT

•/. CL

AY

D e o Emm]

D 5 o [mm]

D j O [mm]

D i o [mm]

Cu Cc

SPEC

IMEN

SYMB

OL

from t o

LT> LU ÛÛ ea o u

i LU r> <T az o

Q Z <r <r>

Z^ u-t I 1/1 _ <z o II o

•/. SI

LT

•/. CL

AY

D e o Emm]

D 5 o [mm]

D j O [mm]

D i o [mm]

Cu Cc

Gr i i 29.00 30-00 91 6 6* 1-9E-0I 1.7E-01 1-4E-Q1 8-2E-02 2-3E+00 1-2E+00

NOTES:

* : OBTAINED BY EXTRAPOLATION OF EXPERIMENTAL DATA Gri; LAB.REF;38/96

Appendix-II

Results of soil texture at Rakh Branch canal

REU. DATE OPERATOR SUPERVISOR

0 SHAFIQ M,JAMIL

C L I E N T : P R O J E C T : S I T E : B O R E H O L E : S P E C I M E N : D E P T H L M ]



PCRUIR/PINSTECH STUDY ÛF SEEPAGE

RAKH BRANCH CANAL : S A M P L E : R- [

T Y P E : DISTURBED 1 - 0 0 - 1 - 0 0

T E S T D A T E : I I - 0 8 - 9 9


(J) z I—I (/) (T) <r Q.

100

90

80

70

60

50

40

30

20

10

0

3" I i i r t

5" 1" 3/4" 3/fl" 4 ri i i i i i i

i .i. i • •

10 30 40 60 100 200 ASTN 51 EUES - I , • ! • • . { L ' 1 r i i i i i

• » •

111 i i I i i

1 0 0 1 0 1 0 . 1 0 - 0 1 G R A I N D I A M E T E R Cmm3

_L 0 - 0 0 1

100

90

80

70

60

50

40

30

20

10

0

z LiJ S i—1 O

ÛÛ DEPTH (m)

tn LlJ _J CO

_J LlJ <1 z <r

in Ul<r

at

•/. SI

LT >-<x

D 6 o D s o D3O D . o Cu Cc LU" Û_ Ol

>-LD from to a <J3

z <r in <Œ o

•/. SI

LT

[ mm] [mm] [mm] [mm]

Gr t 1 1 -oc 1.00 27 73 73* 5-0E-02* 3-6E-02* 1-9E-02« 1 -0E-002« 4.8E*00 7.3E-01

NOTES:

* : OBTAINED BY EXTRAPOLATION OF EXPERIMENTAL DATA Gel; LAB-REF:38/96

PROJECT: STUDY OF SEEPAGE LOSSES FROM IRRIGATION CANALS

REU- DATE OPERATOR SUPERUISOR

0 SHAFIQUE M. JAMIL


GRAIN SIZE ANALYSIS (ASTM D-422)

PCRUR/PINSTECH STUDY OF SEEPAGE

RAKH BRANCH CANAL S A M P L E : R - 5 T Y P E : DISTURBED

5 - 0 0 - 5 - 0 0

C L I E N T : P R O J E C T : S I T E : B O R E H O L E : S P E C I M E N : D E P T H C M : T E S T D A T E : I I - 0 8 - 9 9

C O B B L E S G R f t U E L S A N D S I L T C L A Y G R f t U E L C 1 M I F

S

ID Z

100

90

80

70

60

3"

<2 50 m a tL 40

30

20

10

0

1.5" I" 3/4" 3/8" 4 • I1 I 1 I" [WTT

1 1 1 * * I. . •

10 20 40 60 IOO 200 ftSTM SIEVES - I ,.},,. • I... I •

I • • • i i i • I til I • I I .. t I.... 1 0 0 1 0 - 1 0 - 0 1

G R A I N D I A M E T E R CmirO

_L 0 - 0 0 1

100

90

80

70

60

50

40

30

20

10

0

SPEC

IMEN

SY

MBOL

D EPTH Cm)

COBB

LES LlJ J>

<T ai o

•/. SA

ND

, PAS

SING

'•200 A

STM

% SI

LT

> -<r D e o [mm]

D s o [mm]

D j O [mm]

D l O [mm]

Cu Cc

SPEC

IMEN

SY

MBOL

f rom to COBB

LES LlJ J>

<T ai o

•/. SA

ND

, PAS

SING

'•200 A

STM

% SI

LT

> -<r D e o [mm]

D s o [mm]

D j O [mm]

D l O [mm]

Cu Cc

Gr i i 5-00 5-00 29 71 71* 5-3E-02* A -0E-02* 2-2E-02* 1-2E-002« 4-3E+00 7-5E-01

NOTES: * : OBTAINED BY EXTRAPOLATION OF EXPERIMENTAL DATA GRL: LAB-REF:38/96

5GILCÜN


0 SHAFIQ M.JAMIL

C L I E N T : PROJECT : S I T E : BOREHOLE : S P E C I M E N : D E P T H UM:

S O I L MECHANICS LABORATORY


P C R U R / P I N S T E C H

S T U D Y GF S E E P A G E

R A K H B R A N C H C A N A L

; S A M P L E : R - 9

: I T Y P E : D I S T U R B E D

9 - 0 0 - I I - 0 0 T E S T DATE : I | . 0 6 - 9 9

C O B B L E S GRf tUEL S A N D S I L T C L A Y C O B B L E S GRf tUEL C M 1 F

S I L T

3"

100

90

80

n S 70

ID 60 Z

<r) 50 i/i

50 <r a. 40

30

20

10

0

t .5" I" 3/4" 3/8" 4 10 • •• • » IK I'll I I I I I

20 AO 60 100 200 ASTM SIEVES Jl I I I I'I i i i 'i i 1 i 1 MI i—p

• * * « • t U » • 1 -L1J..1.1. * 1 1 _L

1 0 0 10 1 0 - 1 0 - 0 1 GRAIN DIAMETER Cmm3

0 . 0 0 1

100

90

80

70

60

50

40

30

20

10

0

z LLJ s 1—1 O

M

DEPTH Cm) tn UJ _i CO OÛ

UJ z> <E C E

•y. SA

ND 0 E:

„ C O t n < C 1 / 1

y. SI

LT

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AY

DfSO D-SO D30 D.o Cu Cc LU Q_ tn tn f rom to 0 «j?

•y. SA

ND

<r g a . 0

t\j y. SI

LT

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AY

[mm] [mm] [mm] [mm]

Gr 1 1 9-00 11-00 23 27 50 18* 32* 1-9E-01 7-2E-02* 3-5E-03* 1-7E-001) 1 - IE+03 3-7E-0I

NOTES:

* : OBTAINED BY EXTRAPOLATION OF EXPERIMENTAL DATA Gri; LAB.REF;38/96



C L I E N T ; PCRUR/PINSTECH P R O J E C T ; STUDY OF SEEPAGE S I T E : RAKH BRANCH CANAL

B O R E H O L E : S A M P L E : R - 1 3 S P E C I M E N : 1 T Y P E : DISTURBED D E P T H CMH : 13 -00 - 13-00 T E S T D A T E : 1 1 - 0 8 - 9 9

C O B B L E S G R A U E L S A N D S I L T C L A Y Ç 1 M I F

S I L T

3" 1.5" 1" 3/4" 3/8" 4 10 20 40 60 100 200 ASTM S1EUE5

G R A I N D I A M E T E R Cmm3

REU • DATE OPERATOR 5UPERUI50R

Q SHAFIQ M.JAMIL

SPEC

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SYMB

OL

D EPTH Cm)

•/- CO

BBLE

S

L L J I > < E ce

•/. SA

ND oK' 2 t— „ U1

at L T ) _ <r o CL. O

•/. SI

LT

1

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Û 6 0

[mm] D s o [ m m ]

D a o [mm]

Dio [ m m ]

Cu Cc

SPEC

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SYMB

OL

from to

•/- CO

BBLE

S

L L J I > < E ce

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ND oK' 2 t— „ U1

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LT

1

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AY

Û 6 0

[mm] D s o [ m m ]

D a o [mm]

Dio [ m m ]

Cu Cc

Gr I I 13-00 13-00 A BA 12 12* 2-0E-0I 1-8E-01 I-4E-0I 5.9E-002« 2-8E+00 1.4E+00

NOTES :



0 SHAFIQ M.JAMIL

SOILCGN SOIL MECHANIC5 LABORATORY

GRAIN SIZE ANALYSIS (ASTM D 422 )

PCRUR/PINSTECH

STUDY OF SEEPAGE

RAKH BRANCH

SAMPLE: R-15 T Y P E : DISTURBED

15-00 - 15-00

C L I E N T ; PROJECT : S I T E : B O R E H O L E : SPECIMEN : DEPTH [ m ] : TEST DATE : i i .08-99

C O B B L E S G R A U E L S A N D S I L T C L A Y C O B B L E S G R A U E L C M 1 F

s.

z t—i in m a £L

100

90

80

70

60

50

40

30

20

10

0

3" 1-5" 1" 3/1- 3/8" 1 , l-,l | W t

10 -4=

20 10 60 100 200 ftSTN SIEVES • • • • ••• . '• • • h •!• • • • .

I . . 1 0 0 1 0 1 0 - 1 0 - 0 1

G R A I N D I A M E T E R Cmm3 0 - 0 0 1

100

90

80

70

60

50

40

30

20

10

0

Z L U 3 1 O

CO DEPTH Cm)

en L l J

1 CO CO

i LiJ <r QZ

a z <x in

tn<r tn _

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LT

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DGO Dso Ü30 Dm Cu Cc LlJ (L U1

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tn f r o m t o a KD

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LT

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Gr l l 15-00 15-00 91 9 9* l -9E-01 I-7E-01 1-3E-01 7-6E-02 2-5E+00 ' 1-2E+00

NOTES :

* : OBTAINED BY EXTRAPOLATION OF EXPERIMENTAL DATA Gri: LAB.REF:38/96

REU- DATE OPERATOR SUPERVISOR 0 SHAFIQ M J A M I L



PCRUR/PINSTECH STUDY OF SEEPAGE RAKH BRANCH CANAL

S A M P L E : R - 1 9 T Y P E : DISTURBED

19.00 - 20•00

C L I E N T ; P R O J E C T ; S I T E : BOREHOLE : S P E C I M E N : D E P T H C m ] T E S T DATE : 1 1 : 0 8 . 9 9

C O B B L E S G R A U E L S A N D S I L T C L A Y C 1 M 1 F

S I L T

z M l/l m <r £L

100

90

80 70

60

50

40

30

20

10

0

3" 1 -5" I " 3/4" 3/3" • •• • • •• rVr-r

10 - 4 -

20 40 60 100 200 ftSTM SIEVES

* • 1 '

1 0 0 _L

1 0 - 1 G R A I N DIAMETER Cmm)

0 - 0 1 _L

0 - 0 0 1

100

90

80

70

60

50

40

30

20

10

0

SPEC

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SY

MBDL

DEPTH Cm)

'/•COB

BLES

•/. GR

AUEL

•/. S

AND

„ PASS

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[mm] DSO [mm]

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[mm] D , o [mm]

Cu Cc

SPEC

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SY

MBDL

from to '/•COB

BLES

•/. GR

AUEL

•/. S

AND

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ING!

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ASTf

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> -<r 1 <_> Deo

[mm] DSO [mm]

D 3 0

[mm] D , o [mm]

Cu Cc

Gr 1 1 19-00 20-00 91 6 6* 2-5E-01 2-1E-01 1 -4E-01 8-2E-02 3-1E+00 9-IE-OI



0 SHAFIQ M.JAMIL

C L I E N T : P R O J E C T : S I T E : B O R E H O L E : S P E C I M E N : D E P T H C M :



PCRUR/PINSTECH STUDY OF SEEPAGE RAKH BRANCH CANAL

; S A M P L E : R -21

: I T Y P E : DISTURBED 2.1 - 0 0 - 2 2 - 0 0

T E S T D A T E : | | - 0 8 - 9 9


ID Z n in m c Q.

100

90

80

70

60

50

40

30

20

10

0

3" .5" I" 3/«" 3/8" « i . • .' 1

10 20 10 60 IOO 200 «STN SIEVES |pi i r i i i

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1 0 0 I I II I 1 1 1 I 1,1 I I I. I . j I i , . .1.1 lll.,L,l. _Li

10 1 0 - 1 0 - 0 1 G R A I N D I A M E T E R CmnO

_L 0 - 0 0 1

100

90

80

70

60

50

40

30

20

10

0

SPEC

IMEN

SYMB

OL . |

DEPTH (m) Ul LiJ

1 CO ea o

LlJ <r QC

Q <r tn

„ t n tn<l

•/. SI

LT

•/. CL

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[mm] ° 5 0

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[mm]

Cu Cc

SPEC

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SYMB

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from to

Ul LiJ

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[mm]

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Gr i i 21 -00 22-00 97 3 3« 3-1E-01 2-8E-01 2-2E-01 1-6E-0I 2.0E+00 9-6E-0I

NOTES:



0 SHAFIQ M JAMII

C L I E N T : P R O J E C T : S I T E : B O R E H O L E : S P E C I M E N : D E P T H CM3



PCRUR/PINTECH STUDY QF SEEPAGE RAKH BRANCH CANAL

S A M P L E : R - 2 3 T Y P E : DISTURBED

2 3 - 0 0 - 2 4 - 0 0 T E S T D A T E : I I . 08 -99

C O B B L E S G R A U E L S A N D S I L T C L A Y G R A U E L C 1 M F

S I L T

3"

100

90

80

r\ s 70

ID 60 z in 50 in

50 a 0. 40

30

20

10

0

•5" I" 3/4" 3/8" I1 . 1 ,' [ W

10

• ' ' ' ' 1 • * . * •

20 40 60 100 200 ASTM SIEVES

1 1 1 i i i_ 1 " ' 1 • • * _L 1 0 0 1 0 . 1 0 - 0 1

G R A I N D I A M E T E R CmnO 0 - 0 0 1

100

90

80

70

60

50

40

30

20

10

0

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LT

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[ m m] [mm] [mm] [mm] Gr 1 1 23-00 24-00 96 1 4* 3-2E-0I 2-9E-0I 2-3E-01 1-6E-01 2-0E+00 1-0E+00



0 SHAHQ M.JAMIL



PCRUIR/P INS TECH STUDY OF SEEPAGE RAKH BRANCH CANAL

S A M P L E :. R - 2 7 S P E C I M E N : ! T Y P E : DISTURBED D E P T H C M 3 : 2 7 . 0 0 - 2 8 - 0 0 T E S T D A T E : I | . 0 8 - 9 9

C L I E N T : PROJECT : S I T E :

C O B B L E S G R A U E L S A N D S I L T C L A Y C 1 M 1 F

3" 1 . 5 " 1" 3 / 4 " 3 / 8 " 4 10 2 0 40 60 100 200 ASTH SIEVES

G R A I N D I A M E T E R Cmm3

SPEC

IMEN

SYMB

OL D EPTH Cm)

7- CO

BBLE

S

•/. GR

AVEL

•/. SA

ND

„ i/i en S o

S '/. SI

LT

•/, CL

AY

Deo [ m m ]

Dso [ m m ]

D30 [ m m ]

Di o [ m m ]

Cu Cc

SPEC

IMEN

SYMB

OL

from to

7- CO

BBLE

S

•/. GR

AVEL

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ND

„ i/i en S o

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LT

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AY

Deo [ m m ]

Dso [ m m ]

D30 [ m m ]

Di o [ m m ]

Cu Cc

Gr i i .27-00 28-00 97 3 3* 3-5E-0I 3-2E-01 2-6E-0I I.7E-01 2-1E+Û0 1.2E+00

NOTES:

* ; OBTAINED BY EXTRAPOLATION OF EXPERIMENTAL DATA Gri: LAB-REF;3B/96

REU • DATE OPERATOR SUPERVISOR

0 SHAFIQ M. JAMIL



PCRUR/PIN5TECH

STUDY OF SEEPAGE

RAKH BRANCH CANAL

; S A M P L E : R -31

: 1 T Y P E : DISTURBED

3 1 - 0 0 - 3 2 - 0 0

C L I E N T : P R O J E C T : S I T E : BOREHOLE : S P E C I M E N : D E P T H CMD: T E S T D A T E : I T . 0 8 - 9 9

C O B B L E S G R A U E L S A N D S I L T C L A Y c r M 1 F

S I L T

100

90

80

cv 70 u

u 60 z

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<x

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100

90

80

70

60

50

40

30

20

10

0

SPEC

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SYMB

OL DEPTH (m)

/• CO

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D&0 [mm]

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Dio [mm]

Cu Cc

SPEC

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SYMB

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from ta

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BBLE

S i UJ z> <r cc U3

o z <x cn

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Cu Cc

Gr I t 31 -00 32-00 9Q to 10« 1-6E-01 1.4E-Q1 I-0E-01 7.4E-Û2 2.2E+QÛ 8.7E-ÛI

NOTES:

* : OBTAINED BY EXTRAPOLATION OF EXPERIMENTAL DATA

Gr 1 ; LAB-REF."38/96

REU. DATE OPERATOR SUPERUISC )R

0 SHAFIQ M,JAMIL

C L I E N T : P R O J E C T : S I T E : B O R E H O L E : S P E C I M E N : D E P T H C M : T E S T D A T E



PCRUR/PINSTECH

STUDY OF SEEPAGE

RAKH BRANCH CANAL

S A M P L E : R - 3 5 : 1 T Y P E : DISTURBED

3 5 - 0 0 - 3 6 - 0 0

1 - 0 8 . 9 9

C O B B L E S G R A U E L S A N D S I L T C L A Y c I M 1 F

S I L T C L A Y

3" 1.5- I" J/4" 3/8" 4 10 20 40 fiO 100 200 A 5 T M SIEVES

r\ s w

z

<r Q.

00 - i »•• i i i i' i ' i' |'i i i i i —1 r U i ^ ' 1 • 1 i '1

< " " , -, , 1 100

90 j- 90

80 j- \ 80

70 - \ 70

60 j- . \ 60

50 - \ • 50

40 j- \ 40

30 j- \ 30

20 - \ 20

10 \ 10

0 . . . . . . 1 0 0 1 0 0 10 1 0 - 1

G R A I N D I A M E T E R C 0 - 0 1

mm 3 0 . 0 0 1 0

SPEC

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SYMB

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S

ÜJ Z> <x ÛZ LD

' •/.

SAND

ISÎ<£ tn _ û t o JNJ t

SILT

•/. CL

AY

Ö60

[mm]

D s o

[mm] D 3 0

[mm] D10

[mm]

Cu Cc

SPEC

IMEN

SYMB

OL

from to

•/• CO

BBLE

S

ÜJ Z> <x ÛZ LD

' •/.

SAND

ISÎ<£ tn _ û t o JNJ t

SILT

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AY

Ö60

[mm]

D s o

[mm] D 3 0

[mm] D10

[mm]

Cu Cc

Gr i i 35-00 36-00 93 7 7* 2-0E-01 1-8E-01 I-4E-0I a.0E-02 2-5E+00 1-2E+00

NOTES:


Appendix-III

Photograph of various activities

Percussion drilling of 10 inches dia for experimental wells (not the same site)

Cleaning of experimental well by injector pump

Pressuring of tracer reservoir by foot pump

Positioning of the probe and setting of depth meter

Surveying to determine the reduced levels of wells' tops

A view of Rakh Branch Canal and priming of injector pump for cleaning the experimental well

Start of tracer experiment (positioning of the probe and setting of depth meter)

Demonstration of the tracer experiment to the foreign participations of IAEA Training Course on Isotope Hydrology

STUDY OF SEEPAGE LOSSES FROM IRRIGATION ...3.3 Desig and Construction onf Experimen Wellt s 8 3.4...

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Transcript of STUDY OF SEEPAGE LOSSES FROM IRRIGATION ...3.3 Desig and Construction onf Experimen Wellt s 8 3.4...