Application of 3D Electrical Resistivity Tomography for ... · the dam. The dam failed in August 1958. ii. Kaila Dam, Gujarat, India The Kaila Dam in Kachch, Gujarat, India was constructed

DOI:10.23883/IJRTER.2018.4016.JEVAS 110

Application of 3D Electrical Resistivity Tomography

for Diagnosing Leakage in Earth Rock-Fill Dam

Vijayshree Horadi 1, Chaitanya Krishna Jambotkar 2

1 8TH SEM Student in Department of Electrical and Electronics Engineering, K.L.E.I.T, Hubli, India. 2 Asst. Prof. in Department of Electrical and Electronics Engineering, K.L.E.I.T, Hubli, India.

Abstract—Early electrical resistivity tomography (ERT) is a 1D device which is divided into electrical sounding and electrical profile. The vertical electrical and horizontal electrical changes in

different underground depth are reflected by the two methods respectively. They can obtain the

geoelectric data too little to reflect the complicated geological conditions. With the development of

CT imaging technology, technique for tomography of electrical exploration is developed. It shows

that electrical resistivity tomography technology has developed rapidly and used widely in the field.

3D electrical resistivity tomography can obtain more data than 2D. 2D electrical resistivity

tomography only can obtain information along the survey line direction, but 3D electrical resistivity

tomography can obtain information in horizontal and vertical direction, and using the volume

rendering image processing technology the more accurate results can be achieved. Flood and

drought disasters occur frequently that cause heavy losses in India in recent years, and the irrigation

and water conservancy infrastructure exposed are very weak. We must vigorously strengthen the

construction of water conservancy. We must consolidate the reinforcement results of large and

medium-sized dangerous reservoirs, and speed up the reinforcement pace of small dangerous

reservoirs, as soon as possible to eliminate the hidden danger of reservoirs, recover the control

capacity of flood, and enhance the regulation capacity of water resources. The leakage is a common

dangerous in earth rock-fill dam. Through access to literature, we find that many water conservancy

projects are not properly dealt with the leakage problem results in a series of accidents. The problem

of the leakage in the dam is more and more serious in reservoir, and the space distribution of the

leakage channel is understood by 3D electrical resistivity tomography detection technology, which

provides a scientific basis for the next step of the analysis. It can be concluded that, the 3D electrical

resistivity tomography can be used to understand the development of the leakage channel and the

diagnosis effect is good when earth rock-fill dam is leaking.

Keywords— Electrical Resistivity Tomography, Dam leakage, rock fill dam.

I. INTRODUCTION

More than 16 percent of 18,000 reservoir dams in Korea are reported to have leakage problems and

need to be repaired. Recently, resistivity monitoring has been applied to wide range of engineering

and environmental problems with the help of automatic/rapid data acquisition, data communication

and effective interpretation software. Resistivity survey and long term monitoring at an embankment

dam can provide helpful information about leakage zones.

Resistivity monitoring is based on the fact that a change in the porosity leads to the changes in water

content and fine particles, which alter the electrical resistivity. At every embankment dam, internal

erosion always occurs as time passes. The internal erosion generally develops into piping over a long

time by backward erosion and concentrated leak, and finally leads to dam failure. Thus internal

erosion and piping are major cause of embankment dam failure. Internal erosion initially results in an

International Journal of Recent Trends in Engineering & Research (IJRTER) Volume 04, Issue 01; January - 2018 [ISSN: 2455-1457]

@IJRTER-2018, All Rights Reserved 111

increased porosity due to loss of fine particles in the core. Resistivity is known to be very sensitive to

the changes in porosity in embankment dams. Thus resistivity monitoring is a reasonable method to

find out the leakage zone. However, resistivity is strongly influenced by seasonal variation of

temperature, TDS of reservoir water and water level (SJÖDAHL et al., 2008). Also, various noises

prevent accurate measurement of resistivity. These make it very hard to accurately interpret

resistivity monitoring data.

In the resistivity monitoring, significant challenges still remain in data acquisition system, noise

suppression and time-lapse inversion for more detailed and quantitative interpretation. Here, we will

present various problems occurring in the resistivity monitoring for the detection of leakage zones at

embankment dams.

A. History of Dam Failures

A few case histories of dam failures in India and in USA are described briefly below.

i. Kaddam Project Dam, Andhra Pradesh, India

Built in Adilabad, Andhra in 1957 - 58, the dam was a composite structure, earth fill and/or rock fill

and gravity dam. It was 30.78 m high and 3.28 m wide at its crest. The storage at full was 1.366 *

108 m3. The observed floods were 1.47 * 104 m3/s. The dam was overtopped by 46 cm of water

above the crest, inspite of a free board allowance of 2.4 m that was provided, causing a major breach

of 137.2 m wide that occurred on the left bank. Two more breaches developed on the right section of

the dam. The dam failed in August 1958.

ii. Kaila Dam, Gujarat, India

The Kaila Dam in Kachch, Gujarat, India was constructed during 1952 - 55 as an earth fill dam with

a height of 23.08 m above the river bed and a crest length of 213.36 m. The storage of full reservoir

level was 13.98 million m3 . The foundation was made of shale. The spillway was of ogee shaped

and ungated. The depth of cutoff was 3.21 m below the river bed. Inspite of a freeboard allowance of

1.83 m at the normal reservoir level and 3.96 m at the maximum reservoir level the energy

dissipation devices first failed and later the embankment collapsed due to the weak foundation bed in

1959.

iii. Kodaganar Dam, Tamil Nadu, India

This dam in the India, was constructed in 1977 on a tributary of Cauvery River as an earthen dam

with regulators, with five vertical lift shutters each 3.05 m wide. The dam was 15.75 m high above

the deepest foundation, having a 11.45 m of height above the river bed. The storage at full reservoir

level was 12.3 million m3, while the flood capacity was 1275 m3/s. A 2.5 m free board above the

maximum water level was provided. The dam failed due to overtopping by flood waters which

flowed over the downstream slopes of the embankment and breached the dam along various reaches.

There was an earthquake registered during the period of failure although the foundation was strong.

The shutters were promptly operated during flood, but the staff could only partially lift the shutters,

because of failure of power. Although a stand-by generator set was commissioned soon, this could

not help and they resorted to manual operation of shutters. In spite of all efforts, water eventually

overtopped the embankment. Water gushed over the rear slopes, as a cascade of water was eroding

the slopes. Breaches of length 20 m to 200 m were observed. It appeared as if the entire dam was

overtopped and breached.

iv. Machhu II (Irrigation Scheme) Dam, Gujarat, India

This dam was built near Rajkot in Gujarat, India, on River Machhu in August, 1972, as a composite

structure. It consisted of a masonry spillway in river section and earthen embankments on both sides.



The embankment had a 6.1 m top width, with slopes 1 V : 3 H and 1 V : 2 H respectively for the

upstream and downstream slopes and a clay core extending through alluvium to the rocks below. The

upstream face had a 61 cm small gravel and a 61 cm hand packed riprap. The dam was meant to

serve an irrigation scheme. Its, storage capacity of 1.1 * 108 m3. The dam had a height of 22.56 m

above the river bed, a 164.5 m of crest length of overflow section, and a total of 3742 m of crest

length for the earth dam.

The dam failed on August 1, 1979, because of abnormal floods and inadequate spillway capacity.

Consequent overtopping of the embankment caused a loss of 1800 lives. A maximum depth of 6.1 m

of water was over the crest and within two hours, the dam failed. While the dam failed at a peak

discharge of 7693 m3/s, the figure was revised to 26,650 m3/s after failure, with a free board of 2.45

m given, providing also an auxiliary spillway with a full capacity of 21,471 m3/s. The observed

actual flood depth over spillway crest was 4.6 m with an observed 14,168 to 19,835 m3/s, while the

design depth over spillway crest was 2.4 m.

v. Nanaksagar Dam, Punjab, India

Situated in Punjab in northwestern India, the dam was constructed in 1962 at Bhakra, with a

reservoir capacity of 2.1 * 106 m3. An estimated maximum discharge of 9,711 m3/s had occurred on

August 27, 1967, due to heavy monsoon rains that were heaviest in twenty years. This caused dam to

fail. The water that gushed through the leakage created a 7.6 m breach, which later widened to 45.7

m. The condition of the reservoir had worsened, causing a 16.8 m boil downstream of toe, which was

responsible for the settlement of the embankment. As the dam was overtopped, causing a breach 150

m wide. A downstream filter blanket and relief wells were provided near the toe but were insufficient

to control the seepage. The relief wells each 50 mm in diameter were spaced at a distance of 15.2 to

30.4 m.

vi. Panshet Dam: (Ambi, Maharashtra, India, 1961 - 1961)

The Panshet Dam, near Pune in Maharashtra India, was under construction when the dam had failed.

It was zoned at a height of 51 m and having an impervious central core outlet gates located in a

trench of the left abutment and hoists were not fully installed when floods occurred at the site of

construction. The reservoir had a capacity of 2.70 million m3.

Between June 18 and July 12, 1961, the recorded rainfall was 1778 mm. The rain caused such a rapid

rise of the reservoir water level that the new embankment could not adjust to the new loading

condition. The peak flow was estimated at 4870 m3/s . Water rose at the rate of 9 m per day initially,

which rose up to 24 m in 12 days. Due to incomplete rough outlet surface the flow through was

unsteady which caused pressure surges. Cracks were formed along the edges of the right angles to

the axis of the dam causing a subsidence of 9 m wide. An estimated 1.4 m of subsidence had

occurred in 2.5 hours, leaving the crest of the dam 0.6 m above the reservoir level. Failure was

neither due to insufficient spillway capacity nor due to foundation effect. It was attributed to

inadequate provision of the outlet facility during emergency. This caused collapse of the structure

above the outlets.

vii. Khadakwasla Dam (Mutha, Maharashtra, India, 1864 - 1961)

The Khadkawasla Dam, near Pune in Maharashtra, India was constructed in 1879 as a masonry

gravity dam, founded on hard rock. It had a height of 31.25 m above the river bed, with a 8.37 m

depth of foundation. Its crest length was 1.471 m and had a free board of 2.74 m. The dam had a

flood capacity of 2,775 m3/s and a reservoir of 2.78 * 103 m3. The failure of the dam occurred

because of the breach that developed in Panshet Dam, upstream of the Khadkawasla reservoir. The

upstream dam released a tremendous volume of water into the downstream reservoir at a time when



the Khadkawasla reservoir was already full, with the gates discharging at near full capacity. This

caused overtopping of the dam because inflow was much above the design flood. The entire length

of the dam spilling 2.7 m of water. Vibration of the structure was reported, as the incoming flood

was battering the dam. Failure occurred within four hours of the visiting flood waters.

viii. Tigra Dam: (Sank, Madhya Pradesh, India, 1917 - 1917)

This was a hand placed masonry (in time mortar) gravity dam of 24 m height, constructed for the

purpose of water supply. A depth of 0.85 m of water overtopped the dam over a length of 400 m.

This was equivalent to an overflow of 850 m3s-1 (estimated). Two major blocks were bodily pushed

away. The failure was due to sliding. The dam was reconstructed in 1929.

ix. Teton Dam, Teton river canyon, Idaho, USA, NA – 1976

The construction began in April, 1972, and the dam was completed on November 26, 1975. The dam

was designed as a zoned earth and gravel fill embankment, having slopes of 3.5 H : 1 V on the

upstream and 2 H : 1 V and 3 H : 1 V on the downstream, a height above the bed rock of 126 m, and

a 945 m long crest. The dam had a height of 93 m, a crest width of 10.5 m, and had side slopes of 1

V : 3 H on the upstream side and 1 V : 2.5 H on its downstream side. It had a reservoir capacity of

3.08 * 108 m3. The embankment material consisted of clayey silt, sand, and rock fragments taken

from excavations and burrow areas of the river's canyon area. It had a compacted central core.

Narrow trenches 21 m deep, excavated in rock and compacted with sandy silt and a deep grout

curtain beneath a grout cap the central zone were the measures taken to control the foundation

seepage.

The dam failed on June 5, 1976, releasing 308 million m3 of reservoir water. A flood at an estimated

peak discharge in excess of 28,300 m3/s had occurred. The peak outflow discharge at the time of

failure was 4.67 * 104 m3/s. A breach 46 m wide at its bottom and 79 m deep had formed. The time

of failure was recorded as four hours. The cause of failure was attributed to piping progressing at a

rapid rate through the body of the embankment. The two panels that investigated into the causes of

failures were unanimous in agreement that the violence and extent of failure completely removed all

direct evidence of the details and sequence of failure. However, the main findings suggested that

erosion on the underside of the core zone by excessive leakage through and over the grout curtain

was the cause of destruction. "Wet seams" of very low density in the left abutment extended into the

actual failure area. These caused local deficiencies in the compaction of the fill, and might have been

the locus of the initial piping failure.

Earlier on the day of failure, leaks were observed about 30 m below the top of the dam. After four

hours, efforts to fill the holes failed and the dam breached by the noon time. The fundamental cause

of failure was regarded as a combination of geological factors and design decisions, which taken

together allowed the failure to occur. Numerous open joints in abutment rock and scarcity of more

suitable materials for the impervious zone were pointed out by the panel as the main causes for the

failure of the dam.

x. Malpasset Dam

An arch dam of height 66 m, with 22 m long crest at its crown. When the collapse occurred, the dam

was subjected to a record head of water, which was just about 0.3 m below the highest water level,

resulting from 5 days of unprecedented rainfall. The failure occurred as the arch ruptured, as the left

abutment gave away. The left abutment moved 2 m horizontally without any notable vertical

movement. The water marks left by the wave revealed that the release of water was almost at once.

The volume of water relieved was 4.94 Mm3 of water. 421 lives were lost and the damage was

estimated at 68 million US dollars.



II. ELETRICAL RESISTIVITY TOMOGRAPHY

Early electrical resistivity tomography (ERT) is 1D and divided into electrical sounding and

electrical profile. The vertical electrical and horizontal electrical changes in different underground

depth are reflected by the two methods respectively. They can obtain the geoelectric data too little to

reflect the complicated geological conditions. With the development of CT imaging technology,

some scholars have applied the technique of tomography to electrical exploration. Loke, M.H. used

quasi Newton method to improve the speed of calculation of the least square method; Feng Rui, the

electrical resistivity tomography technology is applied to the hydro geological investigation which

has achieved good results; J.E. Chambers estimated river sand and gravel deposits by using 3D

electrical resistivity tomography. It shows that electrical resistivity tomography technology has

developed rapidly and used widely in the field. 3D electrical resistivity tomography can obtain more

data than 2D. 2D electrical resistivity tomography only can obtain information along the survey line

direction, but 3D electrical resistivity tomography can obtain information in horizontal and vertical

direction, and using the volume rendering image processing technology the more accurate results can

be got. Zhou Xiaoxian , by comparing 2D and 3D observation experiment, the results show that the

resolution of 3D electrical resistivity tomography is obviously better than the 2D; Shi Longqing, the

water rich state of the working floor is analyzed by using horizontal and vertical slice in 3D electrical

resistivity tomography. This leads to electrical resistivity tomography which has developed gradually

from 2D to 3D.

Flood and drought disasters occur frequently that cause heavy losses in China in recent years, and the

irrigation and water conservancy infrastructure are exposed very weak. We must vigorously

strengthen the construction of water conservancy. We must consolidate the reinforcement results of

large and medium-sized dangerous reservoirs, and speed up the reinforcement pace of small

dangerous reservoirs, as soon as possible to eliminate the hidden danger of reservoirs, recover the

control capacity of flood, and enhance the regulation capacity of water resources. China plans to

reinforce the water conservancy project that has been the built during the period of “the 13th Five-

year”. Within the next two years, China’s average annual investment is expected to reach 600 billion.

This series of measures for the normal operation of the national economy and the guarantee of

national sustainable development has played an important role, but also makes full use of the

comprehensive benefits of the water conservancy facilities for flood control, irrigation, power

generation etc. In a word, the state pays more attention to water conservancy project reinforcement.

The leakage is a common dangerous in earth rock-fill dam.

Through access to literature, we find that many water conservancy projects are not properly dealt

with the leakage problem results in a series of accidents. The problem of the leakage in the dam is

more and more serious in Liuhuanggou reservoir, and the space distribution of the leakage channel is

understood by 3D electrical resistivity tomography detection technology, which provides a scientific

basis for the next step of the treatment .

A. Construction of ERT

The basic principles of electrical resistance tomography (ERT) are to take multiple measurements at

the periphery of a process vessel or pipeline and combine these to provide information on the

electrical properties of the process volume.



Figure 1 Construction of ERT

ERT is applied to visualize multiphase unit processes to develop understanding; optimize

performance and provide a basis of control. The most common processes relate to mixing,

separation, flow and reactions.

Figure 2 Principle of ERT

An ITS electrical resistance tomography system consists of

Sensor array: These are sets of electrodes grouped in measurement channels. Each of which

delivers a cross-sectional image. The electrodes can be set in 8, 16 or 32 electrode groups and these

are most often configured in a linear or circular array. The electrode array is held in place by the

sensor body. Both can be made of robust materials to operate under challenging process conditions.

Instrument: ITS provides two main instrument platforms, p2+ which is robust, operates up to

8 measurement planes and highly configurable and the v5r which operates 2 measurement planes at

high speeds. The v5r can operate at higher conductivities than the p2+.

Software: this provides three functions. Firstly it configures the instrument to fit the process

conditions.

B. Working of ERT

Figure 3 Working of ERT

http://www.itoms.com/products/p2-electrical-resistance-tomography/

http://www.itoms.com/products/v5r-electrical-resistance-tomography/



Geo electrical measurements are used to determine the specific electrical resistivity ρ of the ground.

Geo electrical mapping by means of surface measurements is standard practice in archaeological

prospection. In the 1980s and early 1990s, increasing demand for engineering investigation

techniques led to the development of multichannel instruments and new inversion software. The

applications of 2D imaging and 3D tomography became more and more important for visualising and

interpreting complex archaeological structures at various depths. So far, most of the resistivity

models have used flat earth conditions, which are not applicable for archaeological objects related to

a certain topography. 3D resistivity structures associated with an arbitrary surface topography were

computed by T. Günther and C. Rücker using a recently developed 3D-inversion technique. The

reconstruction of a 3D resistivity distribution comprising all single measurements is based on a

sensitivity concept which assigns certain sensitivity to each spatial element. Sensitivities describe the

influence of a spatial cell to each measurement, and these interactions link all cells in the model

space. If the model space is not uniform but uneven at the surface, it must be adjusted. To do so, the

new technique uses an unstructured tetrahedral mesh which allows adaptation to arbitrary model

structures. Thus the geophysical prospection of archaeological objects characterized by a rough

terrain, like the landfill of tells and slag heaps, becomes possible. The sensitivity decreases with the

distance from the surface; therefore, the size of the model cells increases with depth. The resistivity

inversion includes an iterative algorithm which compares the calculated model with the

measurements and gradually improves the computed model.

C. ERT Device and Specification

Figure 4 ERT Device and its specification

The v5r is the newest instrument from ITS, providing customers with:

High speed

High accuracy

Expanded performance envelope

The v5r is a simple to use, high performance device, based on a new voltage-voltage measurement

technique. This means that the instrument is able to respond to changing process environments,

optimizing its performance without the need for re-calibration, and has the added benefit of

delivering a much wider performance envelope, thereby producing high quality data in large vessels

(diameters over 4m) or highly conducting media (brine and other highly ionic substrates).

The high frame rate of the v5r means that it can be used to monitor rapidly evolving processes or

dynamic flow conditions. When used in combination with AimFlow software, data can be used to

determine the flow profile of complex multiphase processes; allowing engineers to discriminate

between laminar, plug and other important flow conditions for deeper understanding and improved

http://www.itoms.com/products/aimflow/



process control. What’s more, the instrument can be operated with an Ex module to enable sensors to

be deployed in hazardous environments (ATEX certified to EEx ia IIC T6).

When used for concentration measurements, the ability to measure full impedance across a wide

range of phase ratios means the v5r is able to deliver considerable accuracy across a wider

conductivity range compared to other devices.

The v5r delivers data in the standard ITS format, allowing data to be reviewed though ITS’s

tomography Toolsuite. In addition, the v5r operating system provides application support for

engineers who wish to develop utilities through the widely used LabView architecture.

III. APPLICATION EXAMPLE

A. Engineering Survey

Reservoir locate in Jinping village the town of Tiaoshi Chongqing Banan district, dam locate in

YiPing Rive the primary tributary of Yangtze River in the right bank. Liu Huanggou reservoir is type

of a small (2) water conservancy project with flood control and irrigation. 0.2 km2 control basin area

in Liu Huanggou reservoir, the main river channel length 0.8996 km, average down more than 95.92

per thousand. Dam is a homogeneous earth dam, with the maximum dam height 13.25 m, total

capacity 14.06 million∙m2, normal storage capacity 12.46 million∙m2, dead storage 0.51 million∙m2,

designed irrigation area 980 acres, the effective irrigation area 900 acres. The reservoir for V small

(2) water conservancy project, the permanent main building engineering for level 5, secondary

structure for level 5, temporary buildings for level 5.

B. The Layout of Surveying Line and Collect Data

In field investigation the five conditions of exit section the leakage gradient less than the allow

leakage gradient J = 0.45. It shows that the leakage stability of the dam is satisfied with the

requirement of the standard and will not occur leakage failure. But it is still found that there are two

leakage areas in the downstream of the dam. La Youting five survey lines that each survey line using

60 electrodes and the electrode spacing is 1m in the downstream slope. Electrode made of copper

that connects the host through a cable with 32 core, the measurement controlled by program-

controlled multichannel conversion switch in the host that also equipped with a RS232 interface and

a LCD screen 160 × 128 pixels. Putting electrodes into the dam accuracy with tape to make sure

contact with it well. The horizontal spacing of each survey line is 3 m, which is layout in parallel , as

shown in Figure 5 and Figure 6.

Figure 5. The layout of surveying line.

http://www.itoms.com/products/toolsuite/



Figure 6 The measurement in field.

The test data are collected by duk-2b high-density electrical instrument, and combined with the

terrain condition select Werner array, each survey line under the condition of Wenner array

instrument can collect 552 points and each point can get the voltage, current and the resistivity data,

five survey lines obtain 2760 points. Each line near the left bank is set to start electrode 1, the

minimum and maximum isolation coefficient are 1 and 16.

C. Inversion Results and Analysis

Putting the data into the computer and calculating the coordinate of each point, then open the

software, after inverting the test results are shown in Figure 7 Four representative resistivity

horizontal sections are selected. In the fifth and sixth layer of the shallow depth, two low resistivity

zones can be found in the downstream slope and in depth of the ninth and tenth layer, we can find

that there is a low resistivity area inside the dam, there is a oblique channel speculated that lead to

the downstream slope in the deep interior of the dam.

Figure 7 The resistivity of horizontal section XY.

In the direction along the dam axis, the resistivity distribution is shown in Figure 2.8. After the each

survey line with the topography, the actual situation of the resistivity distribution of the dam can be

more accurately reflected. We can find low resistivity area is wide that shows the leakage seriously

in deep inside dam in the first layer resistivity profile. From the inside to the outside, we can find that

there are two low resistivity zones in the third layer and fourth layer resistivity profile, the two low

resistivity zones in the fourth layer resistivity profile is basically consistent with the leakage area of

the downstream slope. It shows that again there is an inclined channel to the downstream slope.

Selecting three resistivity profiles in the direction of the vertical axis as shown in Figure 9 Three



layers lower left part has a low resistivity zone obviously that indicates a wide range of leakage in

the dam. It is found that there is a narrow and low resistivity area in the thirty-first layer, but in the

thirtieth layer and thirty-second layer low resistivity area are not continuity, it shows that there is an

oblique upward channel lead to the downstream slope in the deep interior of the dam.

Figure 8 The resistivity along the dam axis section XZ (topography).

Figure 9 The resistivity of vertical section along dam axis YZ.

Figure 10 The 3D resistivity image

Figure 11 The processing results of volume rendering.



Figure 12 Strengthen the processing results of volume rendering.

D. Summary of Analysis

Two low resistivity zones can be found in the fourth layer of Figure 5, which is consistent with the

actual situation, but only one leakage channel is found in Figure 6. In order to further understand the

actual situation of the internal leakage channel of the dam by processing the images. Putting the

inversion of the data into the image processing software and making into 3D resistivity image as

shown in Figure 7, and then using the volume rendering technology for processing the image,

through the data conversion and grid processing establish the relationship between the data and

model, using volume rendering function, by means of adjusting the color until only shows the blue

region. the results show that after rotating angle in Figure 9. The blue area caused by leakage in

Figure 10, the leakage area near the downstream slope of the left bank is caused by leakage of deep

inside the dam that there is an oblique upward leakage channel . In order to find the cause leakage

channel of leakage areas close to the right bank of the downstream slope, that strengthen the volume

rendering by adjusting the color range and found that near the right bank inside of the dam has a

upward leakage channel in Figure 11, there is a culvert pipe through the dam combined with dam

plan, it is predicted that the culvert pipe took place leakage phenomenon caused the leakage areas in

the downstream slope.

IV.CONCLUSION

The 3D electrical resistivity tomography is used to fetch the data regarding the development of the

leakage channel and the diagnosis of earth rock-fill dam. In this analysis of the leakage channel in

earth rock-fill dam use of volume rendering image processing technology to further understand the

spatial form of the leakage and provide help to find leakage. 3D electrical resistivity tomography in

the application can provide a wealth of data. The results are intuitive and easy to understand.

REFERENCES I. Chambers, J.E., Wilkinson, P.B., Penn, S., Meldrum, P.I., Kuras, O., Loke, M.H., et al. (2013) River Terrace Sand

and Gravel Deposit Reserve Estimation Using Three-Dimensional Electrical Resistivity Tomography for Bedrock

Surface Detection. Journal of Applied Geophysics, 93, 25-32.

II. Shi, L.Q., Zhai, P.H., Wei, J.C., Zhu, L., Han, J. and Yin, H.Y. (2008) Application of 3D High Density Electrical

Technique in Detecting the Water Enrichment of Strata. Journal of Shandong University of Science and

Technology, 27, 1-4.

III. Yang, J.F., Deng, J.Z., Chen, H. and K, H.Y. (2012) 3D Direct Resistivity Forward Modeling by the Precondit ion

Conjugate Gradient Method. Geophysical Geochemical Exploration, 34, 303-309.

IV. Chambers, J.E., Wilkinson, P.B., Penn, S., Meldrum, P.I., Kuras, O., Loke, M.H., et al. (2013) River Terrace Sand

and Gravel Deposit Reserve Estimation Using Three-Dimensional Electrical Resistivity Tomography for Bedrock

Surface Detection. Journal of Applied Geophysics, 93, 25-32.

Application of 3D Electrical Resistivity Tomography for ... · the dam. The dam failed in August 1958. ii. Kaila Dam, Gujarat, India The Kaila Dam in Kachch, Gujarat, India was constructed

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