# Detection of Leakage Areas in an Earth Embankment from GPR Measurements and Permeability Logging

Authors: Raphaël Antoine; Cyrille Fauchard; Yannick Fargier; Edouard Durand
Journal: International Journal of Geophysics
 (2015)

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## Abstract

Ground penetrating radar (GPR) is a nondestructive method allowing the improvement of our knowledge of
civil engineering structures. In particular, this method may be a nondestructive efficient tool for dike diagnosis
and complete classical geotechnical methods. In this paper, we present GPR observations obtained on an earth
embankment (crest and sloped paved revetment) in bad condition and located on the lateral canal of the Loire
river (Saint Firmin, 80 km South East of Orléans). These measurements are combined with corings, visual
inspection, and permeability logging performed with an updated drilling system, the Perméafor. This survey leads
(i) to the detection of decompressed zones associated with leakage areas visible at the foot of the downstream
slope and (ii) to the location of potentials voids underneath the paved revetment. This multidisciplinary approach
complied with the dike inspection methodology proves its efficiency for the assessment of earth embankments.


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## Body

## 1. Introduction

Regular maintenance and monitoring of vulnerable sites become important in the context of risk prevention and sustainable management. For example, water retention embankments may exhibit structural voids or deformations, substantial heterogeneities, or decompression phenomena, which suggest zones of weakness. Regular controls are necessary to monitor these sites and to provide useful information on the dike conditions to the stakeholder. For this purpose, a general methodology has been described in many works [1–3]. This methodology recommends the gathering of data issued from various preliminary studies such as historical research, geological and geomorphological study, and visual inspection. The use of geophysical methods combined with geotechnical surveys completes the aforementioned stages in order to provide the best possible assessment.Various geophysical methods can be carried out for dike diagnosis. For example, multichannel analysis of seismic surface waves (MASW) and multichannel resistivity surveys, correlated with classical drilling testing, were used to characterize a karstic system located underneath a dike of the Loire river [4]. Crossline resistivity tomography was applied for the leakage pathways detection in an embankment dam [4]. Electrical resistivity method was used to delineate potential seepage zones [5]. A self-potential (SP) survey completed these measurements to delineate the seepage path. Recently, a case study reported the use of electrical resistivity tomography (ERT), frequency domain electromagnetic induction (FDEM), and GPR [6]. The authors also correlated these measurements with geotechnical investigations. GPR is rarely used on the French river network, because the majority of earth embankments are generally made from clayey and silty materials which prevents this technique from being used for the full height of the embankment. Nevertheless, it has been successfully used to detect anomalies very close to the surface both on dike slopes and on crests [7, 8]. The GPR was carried out as a monitoring tool in Sweden [9] for dam assessment. A strong correlation was found between the porosity evaluated from boreholes GPR dielectric constant measurements and dielectric permittivity model. Finally, the GPR was proposed as a noninvasive tool for quantifying the volumetric water content in a dike and for detecting termite nests inside dikes and dams and cracks in the sloping clay core [10, 11].In our case study (earth embankment running alongside the Loire river, Saint Firmin, France, Figure1), the canal was emptied for the geophysical survey. This is the reason why other methods such as spontaneous potentials [12–14] were not used. Besides, GPR appears to be suitable for the characterization of potential defects underneath the paved revetment. Moreover, the dike is about 3 m in height. Thus, despite a limited depth of investigation, GPR remains a rapid and cost-effective method for the precise location of decompressed areas potentially associated with leakage pathways. Historical research [15] has shown that several resurgences have occurred for many years at the foot of the downstream slope. These leakages increased during 2011 and 2012, flooded the grasslands downstream, and induced drains of pluricentimetric diameter. The last resurgence was in February 2012.Figure 1
General view of the embankment.In the first part of the paper, we describe the geological context and characterise the lithology and the morphology of the embankment. After a brief description of the basic principle of the GPR method and its implementation, the Perméafor system is presented. In the second part, the GPR signature of a structural void (a spillway) is studied. This observation serves as a qualitative reference for the characterization of potential voids inside the dike. Then, 400 MHz and 200 MHz GPR surveys were performed around two leakage areas. On the second zone, the results are correlated with visual inspection andin situ geotechnical testings (corings and permeability measurements). Finally, a model reporting the observed anomaly is proposed and discussed.


## 2. Geological Context and Morphological Characterisation of the Embankment

### 2.1. Geological Context and Lithology of the Embankment

The studied zone is 80 km South East of Orléans in the Commune of Saint Firmin-sur-Loire, along the canal, which runs parallel to the Loire river. In this region, the East bank of the canal is against the Loire river (digue des Galivores, Figures1 and 2). This section of the canal was built towards the end of the 19th century, after the completion of the Pont-Canal de Briare (canal bridge).Figure 2
Location of the study zone and the S1 coring.The embankment is built on Turonian limestone and chalks. It is made of modern and ancient alluvial soils from the Loire lying above the substratum. A coring S1 has been performed in 2012 on the crest of the embankment (Figure3 [15]). S1 is located on the crest just above a leakage zone studied in Section 4.3. It is composed of the following materials.(i)
The formation A (from 0 to 2-3 m in depth) is a filling material made of sand-gravel limestone with a clay matrix in variable proportions. Sand and silt materials, blocks of flint, and sandstone were observed in certain zones of the embankment, below the layer of vegetal soil, up to a depth of 50 cm to 70 cm.(ii)
The formation B (from 4-5 to 6-7 m in depth) is a clayey filling material with limestone and chalk nodules. The clay-gravel filling material in S1 is liable to piping. In fact, granular materials were observed to be washed of their fine particles within the resurgence of February 2012. Furthermore, during the coring, the filling material was hardly compacted and very decompressed in some areas (the drill descended under its own weight).Figure 3
Soil samples obtained from the coring S1 on the crest of the embankment.


### 2.2. Morphological Characterization of the Embankment

Figure4 represents a transverse cross section of the embankment. The slopes of the paved revetment and the downstream structure are steep, with angles lying between 20 and 35°. The structure can be as high as 7 m in certain zones, with a base extending up to 25 m in width. The downstream slope is covered in grass, whereas the canal side has a paved revetment made of carved limestones blocks (masonry). Some parts of the paved-revetment have been rebuilt with concrete slabs.Figure 4
Transverse cross section of the embankment and location of the GPR profiles on the sloped paved revetment (P1 to P5) of the canal and on its crest (P6).Several leakage areas appeared during the last 5 years. Degraded areas were then inspected and recorded (bulging, subsidence, cracking, and holes) and the width of cracks and the depth of holes were measured [15]. Huge bulgings (35 to 160 mm) and subsidence (50 to 95 mm) were also observed on the paved revetment. The last leakage area was observed in 2012, with new longitudinal and vertical cracks due to unsealed stones (1 to 8 mm in width), some of them joining up. Huge undermining was also observed in the revetment (Figure 5).Figure 5
Example of serious undermining by internal erosion in the upper part of the paved revetment.Some of the resurgences of the observed leakages located at the foot of the embankment were around 10 cm in diameter (Figure6). Given the nature of the paved revetment and the need to detect any structural voids, GPR is very suitable for an efficient use on the sloped paved revetment. Our objective, therefore, is to test this method on an embankment which is not in charge, to determine the presence of voids, decompressed and highly porous materials associated with leakage areas. In the following section, we present the GPR method and the protocol used on the field.Figure 6
10 cm diameter resurgence observed at the foot of the downstream slope.


## 2.1. Geological Context and Lithology of the Embankment

The studied zone is 80 km South East of Orléans in the Commune of Saint Firmin-sur-Loire, along the canal, which runs parallel to the Loire river. In this region, the East bank of the canal is against the Loire river (digue des Galivores, Figures1 and 2). This section of the canal was built towards the end of the 19th century, after the completion of the Pont-Canal de Briare (canal bridge).Figure 2
Location of the study zone and the S1 coring.The embankment is built on Turonian limestone and chalks. It is made of modern and ancient alluvial soils from the Loire lying above the substratum. A coring S1 has been performed in 2012 on the crest of the embankment (Figure3 [15]). S1 is located on the crest just above a leakage zone studied in Section 4.3. It is composed of the following materials.(i)
The formation A (from 0 to 2-3 m in depth) is a filling material made of sand-gravel limestone with a clay matrix in variable proportions. Sand and silt materials, blocks of flint, and sandstone were observed in certain zones of the embankment, below the layer of vegetal soil, up to a depth of 50 cm to 70 cm.(ii)
The formation B (from 4-5 to 6-7 m in depth) is a clayey filling material with limestone and chalk nodules. The clay-gravel filling material in S1 is liable to piping. In fact, granular materials were observed to be washed of their fine particles within the resurgence of February 2012. Furthermore, during the coring, the filling material was hardly compacted and very decompressed in some areas (the drill descended under its own weight).Figure 3
Soil samples obtained from the coring S1 on the crest of the embankment.


## 2.2. Morphological Characterization of the Embankment

Figure4 represents a transverse cross section of the embankment. The slopes of the paved revetment and the downstream structure are steep, with angles lying between 20 and 35°. The structure can be as high as 7 m in certain zones, with a base extending up to 25 m in width. The downstream slope is covered in grass, whereas the canal side has a paved revetment made of carved limestones blocks (masonry). Some parts of the paved-revetment have been rebuilt with concrete slabs.Figure 4
Transverse cross section of the embankment and location of the GPR profiles on the sloped paved revetment (P1 to P5) of the canal and on its crest (P6).Several leakage areas appeared during the last 5 years. Degraded areas were then inspected and recorded (bulging, subsidence, cracking, and holes) and the width of cracks and the depth of holes were measured [15]. Huge bulgings (35 to 160 mm) and subsidence (50 to 95 mm) were also observed on the paved revetment. The last leakage area was observed in 2012, with new longitudinal and vertical cracks due to unsealed stones (1 to 8 mm in width), some of them joining up. Huge undermining was also observed in the revetment (Figure 5).Figure 5
Example of serious undermining by internal erosion in the upper part of the paved revetment.Some of the resurgences of the observed leakages located at the foot of the embankment were around 10 cm in diameter (Figure6). Given the nature of the paved revetment and the need to detect any structural voids, GPR is very suitable for an efficient use on the sloped paved revetment. Our objective, therefore, is to test this method on an embankment which is not in charge, to determine the presence of voids, decompressed and highly porous materials associated with leakage areas. In the following section, we present the GPR method and the protocol used on the field.Figure 6
10 cm diameter resurgence observed at the foot of the downstream slope.


## 3. Methodology

### 3.1. The Principle of Ground Penetrating Radar

The GPR method is based on the study of the propagation of high frequency electromagnetic waves in the ground (from a few tens of MHz to several GHz) [17]. These waves are generated in the form of temporal pulses at one point on the surface by an emitting antenna. The waves propagate within the soil at a speed (m/s) typical for the terrain. When the waves meet different materials, they partially reflect back to the surface, in accordance with the Snell-Descartes law. Their characteristics are then measured by another antenna (variations of the electric field amplitude caused by reflections and diffractions) and are subsequently analysed to deduce the properties of the soil. GPR helps to detect dielectric contrasts existing in the material through which the electromagnetic waves propagate. The waves are reflected in the medium, because of the dielectric contrast between materials, associated with variations in lithology, texture, porosity, material density, and particularly water content. The greater the dielectric permittivity contrast, the higher the reflection coefficient. Furthermore, to convert the time delay t(s) of the reflected waves to depth z(m), we used the following formula, valid for low-loss dielectric materials:
(1)z=2vt,
with
(2)v=cεr′.Withc=3·108 m·s−1, the speed of light in vaccum, this approximation remains valid for low-loss mediums or with a real conductivity such as σ′≤0.01 S·m−1. Characteristic values for conductivity, permittivity, and speed are given in Table 1. In the more conductive mediums, the waves have low penetration, particularly when the clay content is high.Table 1
Reference values for conductivity, relative permittivity, and wave speed for different media of the studied embankment, from [16].
Medium
σ
′ (S⋅m−1)
ε
′
v (m⋅ns−1)
Air
0
1
0.3
Freshwater
0.01
81
0.033
Dry sand
0.01
3–5
0.12–0.17
Sand saturated with water
10-4–10-3
30
0.05-0.06
Clay
10-3–2
8–12
0.06
Dry limestone
10-4–10-3
6–8
0.12
Concrete
10-3–10-1
4–10
0.09–0.12The GPR vertical resolutionr is relative to its capacity to detect two successive reflections and is defined by the distance d. In an ideal situation (Nyquist’s law), r can be calculated as a function of wavelength λ(m) as follows [17]:
(3)r=λ4,
with λ=v/f, f being the central frequency (Hz) of the impulsion transmitted by the GPR through the antenna. Therefore, for the frequencies of 200 and 400 MHz, the theoretical resolution r is in the range [13.3–6.6] cm for a permittivity of 8 and [12.5–6.2] cm for a permittivity of 9, respectively. The depth of investigation zi(m) in a medium with low conductivity is given by
(4)zi=εr′60πσ′.By using a conductivity value of 10−2 S·m−1, we obtain a theoretical depth of investigation of about 1.6 m for limestone (cf. Table 1). In order to obtain a good signal/noise ratio, a compromise has to be made between the signal resolution and the depth of investigation.


### 3.2. GPR Acquisition Protocol and Processing

Shielded bowtie antennas of 200 MHz and 400 MHz and a SIR3000 GPR (Geophysical Survey Systems, Inc.) were used along the crest and on the paved revetment, respectively (Figures1, 2, and 6). Five parallel longitudinal GPR profiles were made at various heights on the paved revetment: 0.30, 0.75, 1.25, 1.70, and 2.15 m, corresponding, respectively, to measurements P1, P2, P3, P4, and P5 (Figure 4). Profile P1 was very similar to P2 and is not presented. Profile P6 was made in the middle of the crest (Figure 4). As the profiles were needed to be measured on a steep slope (more than 30°), the antennas were mounted on a wheeled support and guided by ropes (Figure 7). As the speed of the GPR waves was unknown, an estimated speed of 0.1 m·ns−1 was used in order to estimate the depth of any anomaly on the GPR results. The maximum depth of  investigation is around 2 m for both types of antenna, that is, a similar value to our theoretical result. The raw data obtained is processed using the ReflexW software [18]. We performed a classic data processing: static correction was used in order to take into account the surface topography. A 1D (Dewow) low-pass filter correction was used to remove low frequencies disturbing the signal. A 2D (background removal) filter was applied to remove any noise coming from internal and external sources. Finally, due to the good signal/noise ratio in the medium down to the maximum depth of investigation, no gain function was applied.Figure 7
GPR acquisition on the paved revetment of the embankment.


### 3.3. The Perméafor System: Principle and Data Acquisition Protocol

The Perméafor [19] was developed by Cerema in the early 80s and patented in 1986 (Figure 8). This hydraulic profiling tool (HPT) provides a quick estimate of thein situ soil permeability in an almost continuous way (approximately every 20 cm). The obtained permeability profile is supplemented by a penetration curve (for 20 cm) to qualitatively assess the resistance to soil penetration and identify heterogeneities in the ground mass. An updated version was recently developed and used for this study (Figure 9).Figure 8
Photo of the Perméafor on the field.Figure 9
Scheme of the Perméafor test procedure. 1: water tank, 2: pump, 3: flow meter, 4: pressure sensor, 5: data logger, 6: patented Perméafor tip, 7: displacement transducer, 8: geotechnical drill device, 9: casing connector, and 10: conventional casing.D is the diameter of the screened tip (50 mm) and L is its length (50 mm).The HPT tip is driven into the ground in 20 cm increments with the help of a drill rig using a conventional hydraulic hammer (Figure9). When the screen is in the soil, the injection starts and is done continuously throughout the duration of the penetration. When penetration is stopped, the flow is recorded versus time for 10 s and then penetration is continued.The derived parameterPk (m2·s−1) computed from measurements and equivalent to permeability is
(5)Pk=QH′,
where Q is the outflow and H′ is the corrected water head, defined by
(6)H′=He+Hdepth-Dw-dHQ,
where He is the imposed water head, Hdepth is the height between the pump and the screen (m), Dw is the height between the screen and the water table (m), and dH(Q) is the pressure losses in the circuit, depending on the outflow.The permeabilityK (m·s−1) is related to Pk by the following relation [19]: (7)K=αPk,
where
(8)α=ln⁡LD+L2/D2+12πL,
where D is the diameter of the screened tip (0.05 m) and L is its length (0.05 m).In the range of use of the Perméafor device, the error in the measurement during a test at constant load is about 3% and may become more important if the corrected water head becomes too low. This can occur for very permeable soils: the losses in the injection circuit tend to match the imposed loadHe, limiting the accuracy of the measurement. Thus the ratio Q/H′ is generally capped at a value of 5·10−3 m2 s−1, corresponding to highly permeable soils.


## 3.1. The Principle of Ground Penetrating Radar

The GPR method is based on the study of the propagation of high frequency electromagnetic waves in the ground (from a few tens of MHz to several GHz) [17]. These waves are generated in the form of temporal pulses at one point on the surface by an emitting antenna. The waves propagate within the soil at a speed (m/s) typical for the terrain. When the waves meet different materials, they partially reflect back to the surface, in accordance with the Snell-Descartes law. Their characteristics are then measured by another antenna (variations of the electric field amplitude caused by reflections and diffractions) and are subsequently analysed to deduce the properties of the soil. GPR helps to detect dielectric contrasts existing in the material through which the electromagnetic waves propagate. The waves are reflected in the medium, because of the dielectric contrast between materials, associated with variations in lithology, texture, porosity, material density, and particularly water content. The greater the dielectric permittivity contrast, the higher the reflection coefficient. Furthermore, to convert the time delay t(s) of the reflected waves to depth z(m), we used the following formula, valid for low-loss dielectric materials:
(1)z=2vt,
with
(2)v=cεr′.Withc=3·108 m·s−1, the speed of light in vaccum, this approximation remains valid for low-loss mediums or with a real conductivity such as σ′≤0.01 S·m−1. Characteristic values for conductivity, permittivity, and speed are given in Table 1. In the more conductive mediums, the waves have low penetration, particularly when the clay content is high.Table 1
Reference values for conductivity, relative permittivity, and wave speed for different media of the studied embankment, from [16].
Medium
σ
′ (S⋅m−1)
ε
′
v (m⋅ns−1)
Air
0
1
0.3
Freshwater
0.01
81
0.033
Dry sand
0.01
3–5
0.12–0.17
Sand saturated with water
10-4–10-3
30
0.05-0.06
Clay
10-3–2
8–12
0.06
Dry limestone
10-4–10-3
6–8
0.12
Concrete
10-3–10-1
4–10
0.09–0.12The GPR vertical resolutionr is relative to its capacity to detect two successive reflections and is defined by the distance d. In an ideal situation (Nyquist’s law), r can be calculated as a function of wavelength λ(m) as follows [17]:
(3)r=λ4,
with λ=v/f, f being the central frequency (Hz) of the impulsion transmitted by the GPR through the antenna. Therefore, for the frequencies of 200 and 400 MHz, the theoretical resolution r is in the range [13.3–6.6] cm for a permittivity of 8 and [12.5–6.2] cm for a permittivity of 9, respectively. The depth of investigation zi(m) in a medium with low conductivity is given by
(4)zi=εr′60πσ′.By using a conductivity value of 10−2 S·m−1, we obtain a theoretical depth of investigation of about 1.6 m for limestone (cf. Table 1). In order to obtain a good signal/noise ratio, a compromise has to be made between the signal resolution and the depth of investigation.


## 3.2. GPR Acquisition Protocol and Processing

Shielded bowtie antennas of 200 MHz and 400 MHz and a SIR3000 GPR (Geophysical Survey Systems, Inc.) were used along the crest and on the paved revetment, respectively (Figures1, 2, and 6). Five parallel longitudinal GPR profiles were made at various heights on the paved revetment: 0.30, 0.75, 1.25, 1.70, and 2.15 m, corresponding, respectively, to measurements P1, P2, P3, P4, and P5 (Figure 4). Profile P1 was very similar to P2 and is not presented. Profile P6 was made in the middle of the crest (Figure 4). As the profiles were needed to be measured on a steep slope (more than 30°), the antennas were mounted on a wheeled support and guided by ropes (Figure 7). As the speed of the GPR waves was unknown, an estimated speed of 0.1 m·ns−1 was used in order to estimate the depth of any anomaly on the GPR results. The maximum depth of  investigation is around 2 m for both types of antenna, that is, a similar value to our theoretical result. The raw data obtained is processed using the ReflexW software [18]. We performed a classic data processing: static correction was used in order to take into account the surface topography. A 1D (Dewow) low-pass filter correction was used to remove low frequencies disturbing the signal. A 2D (background removal) filter was applied to remove any noise coming from internal and external sources. Finally, due to the good signal/noise ratio in the medium down to the maximum depth of investigation, no gain function was applied.Figure 7
GPR acquisition on the paved revetment of the embankment.


## 3.3. The Perméafor System: Principle and Data Acquisition Protocol

The Perméafor [19] was developed by Cerema in the early 80s and patented in 1986 (Figure 8). This hydraulic profiling tool (HPT) provides a quick estimate of thein situ soil permeability in an almost continuous way (approximately every 20 cm). The obtained permeability profile is supplemented by a penetration curve (for 20 cm) to qualitatively assess the resistance to soil penetration and identify heterogeneities in the ground mass. An updated version was recently developed and used for this study (Figure 9).Figure 8
Photo of the Perméafor on the field.Figure 9
Scheme of the Perméafor test procedure. 1: water tank, 2: pump, 3: flow meter, 4: pressure sensor, 5: data logger, 6: patented Perméafor tip, 7: displacement transducer, 8: geotechnical drill device, 9: casing connector, and 10: conventional casing.D is the diameter of the screened tip (50 mm) and L is its length (50 mm).The HPT tip is driven into the ground in 20 cm increments with the help of a drill rig using a conventional hydraulic hammer (Figure9). When the screen is in the soil, the injection starts and is done continuously throughout the duration of the penetration. When penetration is stopped, the flow is recorded versus time for 10 s and then penetration is continued.The derived parameterPk (m2·s−1) computed from measurements and equivalent to permeability is
(5)Pk=QH′,
where Q is the outflow and H′ is the corrected water head, defined by
(6)H′=He+Hdepth-Dw-dHQ,
where He is the imposed water head, Hdepth is the height between the pump and the screen (m), Dw is the height between the screen and the water table (m), and dH(Q) is the pressure losses in the circuit, depending on the outflow.The permeabilityK (m·s−1) is related to Pk by the following relation [19]: (7)K=αPk,
where
(8)α=ln⁡LD+L2/D2+12πL,
where D is the diameter of the screened tip (0.05 m) and L is its length (0.05 m).In the range of use of the Perméafor device, the error in the measurement during a test at constant load is about 3% and may become more important if the corrected water head becomes too low. This can occur for very permeable soils: the losses in the injection circuit tend to match the imposed loadHe, limiting the accuracy of the measurement. Thus the ratio Q/H′ is generally capped at a value of 5·10−3 m2 s−1, corresponding to highly permeable soils.


## 4. Results and Interpretation

First, we present the effect of a structural void (a spillway) on the GPR signal. Second, we show the results obtained along the embankment for two leakage zones and compare these measurements with deformations and sounding data.


### 4.1. GPR Signal for a Typical Structural Void/Cavity (Embankment Spillway)

Several spillways are present within the embankment (Figure10). The 200 MHz GPR signal associated with one of these structures (a structural void/cavity zone) has been characterized. For that purpose, the nearest profile P5 was studied. Its dimensions (around 0.5 m wide) are in accordance with the maximum resolution obtained with the 400 MHz antenna, that is, 0.125 m.Figure 10
Transverse cross section of the embankment showing a spillway at 404 m and location of profile P5.Figure11 shows the GPR profile P5 (2.15 m high) carried out on the paved revetment, just below the spillway entry. This structure is located at the end of the profile P5 (404 m). With a wave speed at 0.1 m/ns, the 200 MHz antenna can reach a depth of investigation of about 1.70 m (reflection time 34 ns). Two distinct diffraction hyperbolas are visible (dotted lines) at 404 m from 7 ns (at a depth of about 35 cm), followed by large amplitude reflections. This observation reflects the presence of a pipe inside the embankment. The first and second hyperbolae are related to the top and the bottom of the spillway, respectively. The time delay between the two hyperbolae can be calculated using the formula t=2dε′/c. Considering a pipe with a diameter d=0.6 m and a permittivity ε′=1 for air, we obtain a time delay of about 4 ns, that is, the time observed between the two hyperbolae (Figure 11). Therefore, this observation can be used as a reference in order to make a qualitative characterization of the presence of structural voids underneath the paved revetment.Figure 11
Profile P5 (200 MHz) on the paved revetment showing the hyperbolae directly above a spillway.


### 4.2. Survey on a First Leakage Zone

Figure12 shows the 400 MHz profiles P2 and P3 made under the paved revetment at 0.75 and 1.25 m in height, up to a distance of 100 m from point A (Figure 2). The two profiles show an anomaly characterized by strong reflections at 70 m, which also appears on three other profiles (P1, P4, and P5) not shown here. The 5 to 10 m wide anomaly starts near 6 ns (around 25 cm), that is, under the paved revetment, and finishes at about 30 ns (1.50 m). This anomaly is located at 20 m downstream from the leakage (not shown here). It may correspond to an area of major water infiltration where the revetment is undermined as the fines have been washed out by the leaking water. These first 400 MHz GPR measurements performed on the paved revetment provide a signature that can be associated with leakage areas on this embankment.Possible seepage area detected with the 400 MHz GPR on the paved revetment, associated with the 20 m downstream leakage area: (a) profile P3 at 1.25 m high; (b) profile P2 at 0.75 m high.
(a)
(b)


### 4.3. Survey on a Second Leakage Zone

The visual inspection shows that this second leakage area is the more critical zone on the embankment. Therefore, a more complete survey was carried out, including 200 MHz and 400 MHz GPR measurements, coring data, and permeability logging.


#### 4.3.1. 200 MHz and 400 MHz GPR Survey

Figure13(a) shows the data obtained with the 200 MHz antenna on the crest (profile P6) below the S1 coring at 167 m (Figure 2). As the waves’ speed is fixed at 0.1 m·ns−1, a time delay of 40 ns corresponds to a depth of about 2 m. In fact, two layers are easily observed on this profile. The limit of the first layer is underlined by a major reflection at about 12 ns (50 cm). This layer may be associated with the silty-sand material present in some areas of the embankment. Underneath this layer, heterogeneous zones are observed, corresponding to the limestone sand-gravel material with a clay matrix (formation A, see Section 2.1), as shown in Figure 3. Lateral variations of the reflected signals are visible along the profile: they reflect changes in the nature of the materials in the body of the embankment. An attenuated GPR signal area located between 175 m and 198 m at 70 cm depth (dotted line square in Figure 13(a)) is typical of a clayey content material.GPR signal associated with the second leakage zone. (a) GPR profile P6 on the crest (200 MHz); (b) GPR profile P5 on the paved revetment at 2.15 m high (400 MHz); (c) GPR profile P4 of the paved revetment at 1.7 m high (400 MHz).
(a)
(b)
(c)In the same profile, a more heterogeneous zone is observed between 160 m and 175 m and at 60 cm depth. This zone is characterized by a much contrasted 200 MHz GPR signal, similar to the spillway response and to the heterogenous area observed in Figure12. It includes several diffraction hyperbolae, typical of a relatively resistive medium. This anomaly is very close to the second leakage area exactly located at the foot of the downstream slope (seein situ observation shown in Figure 6). The seepage was probably responsible for washing out the fine particles (clay and silt, i.e., conductive particles), keeping in place the limestone gravels (see Figure 3).Figures13(b) and 13(c) present the 400 MHz GPR profiles P4 and P5 performed on the paved revetment at 1.70 m and 2.15 m high, respectively. The attenuated signal between 140 m and 170 m and between 190 m and 200 m corresponds to previous repairs with concrete (i.e., an absorbing material). The heterogeneous zone observed on the 400 MHz profiles located between 170 m and 176 m (time delay and depth in the range [4–16] ns and [20–80] cm, resp., see Figures 13(b) and 13(c)) corresponds to the extremity of the seepage area on the 200 MHz crest profile.


#### 4.3.2. Perméafor Results

The Perméafor measurement (Figure14) was only carried out on the second leakage area. The equivalent permeability logging was exactly performed on the S1 location, that is, on the crest (see Figure 13(a)), and close to the leakage zone observed on the paved revetment. Such testing cannot be performed on the slopes. Between 1 and 2 m, the permeability drastically increases from 10−4 to 10−3 m2·s−1 and is typical of highly permeable soils. This result is perfectly correlated with the GPR section showing highly resistive materials and strong hyperbolae typical of gravels and sandy materials. Moreover, the S1 coring (Figure 3) performed one year before this study and exhibiting highly heterogeneous soils up to 3 m depth corroborates both the Perméafor and GPR results.(a) Equivalent permeabilityPk obtained with the Perméafor located on S1 and (b) associated penetration curve.
(a)
(b)


## 4.1. GPR Signal for a Typical Structural Void/Cavity (Embankment Spillway)

Several spillways are present within the embankment (Figure10). The 200 MHz GPR signal associated with one of these structures (a structural void/cavity zone) has been characterized. For that purpose, the nearest profile P5 was studied. Its dimensions (around 0.5 m wide) are in accordance with the maximum resolution obtained with the 400 MHz antenna, that is, 0.125 m.Figure 10
Transverse cross section of the embankment showing a spillway at 404 m and location of profile P5.Figure11 shows the GPR profile P5 (2.15 m high) carried out on the paved revetment, just below the spillway entry. This structure is located at the end of the profile P5 (404 m). With a wave speed at 0.1 m/ns, the 200 MHz antenna can reach a depth of investigation of about 1.70 m (reflection time 34 ns). Two distinct diffraction hyperbolas are visible (dotted lines) at 404 m from 7 ns (at a depth of about 35 cm), followed by large amplitude reflections. This observation reflects the presence of a pipe inside the embankment. The first and second hyperbolae are related to the top and the bottom of the spillway, respectively. The time delay between the two hyperbolae can be calculated using the formula t=2dε′/c. Considering a pipe with a diameter d=0.6 m and a permittivity ε′=1 for air, we obtain a time delay of about 4 ns, that is, the time observed between the two hyperbolae (Figure 11). Therefore, this observation can be used as a reference in order to make a qualitative characterization of the presence of structural voids underneath the paved revetment.Figure 11
Profile P5 (200 MHz) on the paved revetment showing the hyperbolae directly above a spillway.


## 4.2. Survey on a First Leakage Zone

Figure12 shows the 400 MHz profiles P2 and P3 made under the paved revetment at 0.75 and 1.25 m in height, up to a distance of 100 m from point A (Figure 2). The two profiles show an anomaly characterized by strong reflections at 70 m, which also appears on three other profiles (P1, P4, and P5) not shown here. The 5 to 10 m wide anomaly starts near 6 ns (around 25 cm), that is, under the paved revetment, and finishes at about 30 ns (1.50 m). This anomaly is located at 20 m downstream from the leakage (not shown here). It may correspond to an area of major water infiltration where the revetment is undermined as the fines have been washed out by the leaking water. These first 400 MHz GPR measurements performed on the paved revetment provide a signature that can be associated with leakage areas on this embankment.Possible seepage area detected with the 400 MHz GPR on the paved revetment, associated with the 20 m downstream leakage area: (a) profile P3 at 1.25 m high; (b) profile P2 at 0.75 m high.
(a)
(b)


## 4.3. Survey on a Second Leakage Zone

The visual inspection shows that this second leakage area is the more critical zone on the embankment. Therefore, a more complete survey was carried out, including 200 MHz and 400 MHz GPR measurements, coring data, and permeability logging.


### 4.3.1. 200 MHz and 400 MHz GPR Survey

Figure13(a) shows the data obtained with the 200 MHz antenna on the crest (profile P6) below the S1 coring at 167 m (Figure 2). As the waves’ speed is fixed at 0.1 m·ns−1, a time delay of 40 ns corresponds to a depth of about 2 m. In fact, two layers are easily observed on this profile. The limit of the first layer is underlined by a major reflection at about 12 ns (50 cm). This layer may be associated with the silty-sand material present in some areas of the embankment. Underneath this layer, heterogeneous zones are observed, corresponding to the limestone sand-gravel material with a clay matrix (formation A, see Section 2.1), as shown in Figure 3. Lateral variations of the reflected signals are visible along the profile: they reflect changes in the nature of the materials in the body of the embankment. An attenuated GPR signal area located between 175 m and 198 m at 70 cm depth (dotted line square in Figure 13(a)) is typical of a clayey content material.GPR signal associated with the second leakage zone. (a) GPR profile P6 on the crest (200 MHz); (b) GPR profile P5 on the paved revetment at 2.15 m high (400 MHz); (c) GPR profile P4 of the paved revetment at 1.7 m high (400 MHz).
(a)
(b)
(c)In the same profile, a more heterogeneous zone is observed between 160 m and 175 m and at 60 cm depth. This zone is characterized by a much contrasted 200 MHz GPR signal, similar to the spillway response and to the heterogenous area observed in Figure12. It includes several diffraction hyperbolae, typical of a relatively resistive medium. This anomaly is very close to the second leakage area exactly located at the foot of the downstream slope (seein situ observation shown in Figure 6). The seepage was probably responsible for washing out the fine particles (clay and silt, i.e., conductive particles), keeping in place the limestone gravels (see Figure 3).Figures13(b) and 13(c) present the 400 MHz GPR profiles P4 and P5 performed on the paved revetment at 1.70 m and 2.15 m high, respectively. The attenuated signal between 140 m and 170 m and between 190 m and 200 m corresponds to previous repairs with concrete (i.e., an absorbing material). The heterogeneous zone observed on the 400 MHz profiles located between 170 m and 176 m (time delay and depth in the range [4–16] ns and [20–80] cm, resp., see Figures 13(b) and 13(c)) corresponds to the extremity of the seepage area on the 200 MHz crest profile.


### 4.3.2. Perméafor Results

The Perméafor measurement (Figure14) was only carried out on the second leakage area. The equivalent permeability logging was exactly performed on the S1 location, that is, on the crest (see Figure 13(a)), and close to the leakage zone observed on the paved revetment. Such testing cannot be performed on the slopes. Between 1 and 2 m, the permeability drastically increases from 10−4 to 10−3 m2·s−1 and is typical of highly permeable soils. This result is perfectly correlated with the GPR section showing highly resistive materials and strong hyperbolae typical of gravels and sandy materials. Moreover, the S1 coring (Figure 3) performed one year before this study and exhibiting highly heterogeneous soils up to 3 m depth corroborates both the Perméafor and GPR results.(a) Equivalent permeabilityPk obtained with the Perméafor located on S1 and (b) associated penetration curve.
(a)
(b)


## 4.3.1. 200 MHz and 400 MHz GPR Survey

Figure13(a) shows the data obtained with the 200 MHz antenna on the crest (profile P6) below the S1 coring at 167 m (Figure 2). As the waves’ speed is fixed at 0.1 m·ns−1, a time delay of 40 ns corresponds to a depth of about 2 m. In fact, two layers are easily observed on this profile. The limit of the first layer is underlined by a major reflection at about 12 ns (50 cm). This layer may be associated with the silty-sand material present in some areas of the embankment. Underneath this layer, heterogeneous zones are observed, corresponding to the limestone sand-gravel material with a clay matrix (formation A, see Section 2.1), as shown in Figure 3. Lateral variations of the reflected signals are visible along the profile: they reflect changes in the nature of the materials in the body of the embankment. An attenuated GPR signal area located between 175 m and 198 m at 70 cm depth (dotted line square in Figure 13(a)) is typical of a clayey content material.GPR signal associated with the second leakage zone. (a) GPR profile P6 on the crest (200 MHz); (b) GPR profile P5 on the paved revetment at 2.15 m high (400 MHz); (c) GPR profile P4 of the paved revetment at 1.7 m high (400 MHz).
(a)
(b)
(c)In the same profile, a more heterogeneous zone is observed between 160 m and 175 m and at 60 cm depth. This zone is characterized by a much contrasted 200 MHz GPR signal, similar to the spillway response and to the heterogenous area observed in Figure12. It includes several diffraction hyperbolae, typical of a relatively resistive medium. This anomaly is very close to the second leakage area exactly located at the foot of the downstream slope (seein situ observation shown in Figure 6). The seepage was probably responsible for washing out the fine particles (clay and silt, i.e., conductive particles), keeping in place the limestone gravels (see Figure 3).Figures13(b) and 13(c) present the 400 MHz GPR profiles P4 and P5 performed on the paved revetment at 1.70 m and 2.15 m high, respectively. The attenuated signal between 140 m and 170 m and between 190 m and 200 m corresponds to previous repairs with concrete (i.e., an absorbing material). The heterogeneous zone observed on the 400 MHz profiles located between 170 m and 176 m (time delay and depth in the range [4–16] ns and [20–80] cm, resp., see Figures 13(b) and 13(c)) corresponds to the extremity of the seepage area on the 200 MHz crest profile.


## 4.3.2. Perméafor Results

The Perméafor measurement (Figure14) was only carried out on the second leakage area. The equivalent permeability logging was exactly performed on the S1 location, that is, on the crest (see Figure 13(a)), and close to the leakage zone observed on the paved revetment. Such testing cannot be performed on the slopes. Between 1 and 2 m, the permeability drastically increases from 10−4 to 10−3 m2·s−1 and is typical of highly permeable soils. This result is perfectly correlated with the GPR section showing highly resistive materials and strong hyperbolae typical of gravels and sandy materials. Moreover, the S1 coring (Figure 3) performed one year before this study and exhibiting highly heterogeneous soils up to 3 m depth corroborates both the Perméafor and GPR results.(a) Equivalent permeabilityPk obtained with the Perméafor located on S1 and (b) associated penetration curve.
(a)
(b)


## 5. Discussion

The first survey conducted with the 200 MHz antenna above a spillway (P5 profile) provides the typical signature of a void within this embankment. This result remains limited: the spillway diameter is important and close to the surface, even though smaller/deeper voids, undetectable by the GPR, may be responsible for major damages.The 400 MHz GPR survey on the first leakage area (P2 and P3 profiles) was performed on the paved revetment. The measurements show unconsolidated areas that may be linked to the observed leakage. 200 MHz GPR survey on the crest (not shown here) did not provide consistent results for this part of the embankment. First, the materials are probably too conductive and limit the GPR application. Second, the seepage area and pathways may be too deep to be detected. Third, the acquisition protocol (Figure7) renders difficult the good maintenance of the antenna along its way.The survey on the second leakage zone (P4, P5, and P6 profiles) is more complete, combining geophysical and geotechnical methods. The embankment is mainly composed of two layers observed on the 200 MHz GPR results, corroborated with the coring data. Moreover, a possible seepage area is underlined from the crest and corresponds to an unconsolidated zone, detected with the 400 MHz antenna underneath the paved revetment. Last but not the least, this possible seepage area is, first, in accordance with the Perméafor results and, second, exactly located above the leakage area. Nevertheless, the GPR investigation remains limited because of the presence of concrete repairs on the paved revetment and clay within the embankment core. Indeed, these materials deeply attenuate electromagnetic waves. Our measurements were performed in unsaturated conditions. The same type of survey could have been carried out in hydraulic charge conditions. First, as the water dielectric constant is about 81 in the GPR frequency range, the electromagnetic contrast would have been more favourable to the seepage area detection. Second, the comparison between dry and wet conditions would have been relevant for a cross analysis of the GPR profiles.Figure15 presents (i) all the GPR anomalies detected during the survey on the second leakage zone and (ii) areas of degradation recorded during visual inspections of the canal. A 66 mm bulging area in the centre of the paved revetment was observed. The presence of bulging in the lower or middle parts is associated with deformation and undermining below the revetment (see Figure 13). The medium has probably been washed of its fines, inducing favourable conditions of seepage. Undermining induced an important compressive stress on the paved revetment, generating bulging as well as longitudinal cracking. Bulging is also observed in the concrete repairs and is not correlated with the nature of the suface revetment (limestones blocks or concrete repairs).Figure 15
Sketch of the reported anomaly for the second leakage area (S1 coring and permeability testings at 167 m; see also Figure13).In order to complete this study, other methods such as low frequency electromagnetic induction (FDEM) and multichannel analysis of seismic surface wave (MASW) may provide a more accurate zoning of unconsolidated areas in the embankment core.


## 6. Conclusion

GPR measurements were carried out on an earth embankment (crest and paved revetment) of a Loire canal, a 400 m long structure, free of hydraulic charge. The measurements show heterogeneous materials within this embankment. The GPR signals are significantly attenuated in certain areas, corresponding to repairs (concrete), clayey materials, and high water content in the soil. Moreover, individual drain may not be detected with this method due to its potential millimetric/centimetric dimensions, under the detection threshold of the GPR method.The measurements performed on the crest of the embankment with the 200 MHz antenna confirm the lithology observed with the coring samples. The typical signature of a structural void/cavity in the embankment of a few tens of centimetres wide has also been identified. This signature followed by anin situ qualitative calibration provides a typical and recognisable GPR signature of a structural void. Based on this observation, several anomalies were detected and interpreted as potential voids. Two leakage zones were presented in this paper. The anomalies are characteristic by their strong GPR reflections, either with the 400 MHz antenna on paved revetment or with the 200 MHz antenna on the crest. They are also characterized by a high permeability, obtained using the Perméafor. These anomalies can be linked to lithology and porosity variations, material decompression and subsidence. GPR remains a useful tool for embankment diagnosis: (i) it is easy to implement in the field; it provides (ii) real time observations, (iii) detailed information concerning potential structural voids or decompressed areas, and (iv) complementary results with classical geotechnical testings, as well as innovative methods such as the Perméafor.



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*Source: 610172-2015-03-03.xml*