ORIGINAL PAPER

Karst Sinkholes Stability Assessment in Cheria Area,NE Algeria

Azizi Yacine • Menani Med. Ridha •

Hemila Med Laid • Boumezbeur Abderahmane

Received: 28 March 2013 / Accepted: 17 December 2013

� Springer Science+Business Media Dordrecht 2013

Abstract This research work deals with the problem

of karst sinkhole collapse occurring in the last few

years in Cheria area (NE Algeria). This newly

revealed phenomenon is of a major constrain in land

use planning and urbanization, it has become neces-

sary to locate and assess the stability of these

underground features before any planning operation.

Several exploration methods for the localization of

underground cavities have been considered. Geolog-

ical survey, discontinuity analysis, resistivity survey

[ground penetrating radar has not been used as most of

the Mio-Plio-Quaternary filling deposit covering

Eocene limestone contains clay layers which limits

the applicability of the method (Roth et al. in Eng Geol

65:225–232, 2002)] and borehole drilling were under-

taken in order to locate underground cavities and

assess their depth, geometry, dimensions, etc. Labo-

ratory testing and field work were also undertaken in

order to determine both intact rock and rock mass

properties. All the rock mechanics testing and

measurement were undertaken according to the ISRM

recommendations. It has been found that under

imposed loading, the stability of the karst cavities

depends on the geo-mechanical parameters (RMR,

Rock Mass Rating; GSI, Geological Strength Index; E,

Young modulus) of the host rock as well as the depth

and dimensions of the gallery. It increases with RMR,

GSI, E and depth and decreases as the cavity becomes

wider. Furthermore, the calculation results show that a

ratio (roof thickness to gallery width) of 0.3 and more

indicate, a stable conditions. The results obtained in

this work allow identifying and assessing the stability

of underground karst cavities. The methodology

followed in this paper can be taken as a road map in

the establishment of a hazard map related to the

studied phenomenon. This map will be a useful tool

for the future urban extension planning in Cheria area.

Keywords Karst � Rock Mass Rating (RMR) �Sinkhole collapse � Tebessa

1 Introduction

The catastrophic collapse of residual soil covers

overlaying solution cavities in karstic limestone areas

constitutes a serious geological hazard around the

world (Beck and Sinclair 1986, Waltham 1989,

Waltham et al. 2005). It is a well known phenomenon

related to the occurrence of underground solution

A. Yacine (&) � M. Med. Ridha

Hadj Lakhdar University, Batna, Algeria

e-mail: ramiraze123@gmail.com

M. Med. Ridha

e-mail: menani-redha@lycos.com

H. M. Laid � B. Abderahmane

Chieckh Larbi Tebessi University, Tebessa, Algeria

e-mail: hamilamedlaid@yahoo.fr

B. Abderahmane

e-mail: boumezbeura@yahoo.fr

123

Geotech Geol Eng

DOI 10.1007/s10706-013-9719-2

cavities in limestone, dolomite and gypsum terrains

(Klimchouk (2000)). It is a challenge for land use

planners and engineers as it affects seriously the

foundations stability and performance. In urban areas,

generally the sudden collapse causes damages to

properties, infrastructures, and even lives. This

research work deals with the problem of karst sinkhole

collapse occurring in the last few years in Cheria area

in NE Algeria. The first event resulted in a crater of

more than 50 m, in diameter; it occurs in a non

populated locality called Douamis. This first event has

caused no damage to properties or human lives and so

did not receive any attention from the local authorities.

Recently on the 29th February 2009 at 03 a.m. a

spectacular sinkhole collapsed with an elongated form

of about 10–15 m large and more than a 100 m long,

occurs in the center of the town of Cheria. This later

event has caused severe damage to several houses,

roads, water main supply, and sewages. It has caused a

widespread panic among the population mainly those

living too close to the crater. This time, as the

phenomenon starts to affect the security and the

economy of the population, the local authorities have

become very aware about the danger threatening

several tens of thousands of peoples. The collapse is

due to a sudden rupture of the roof of a large

underground karst cavity. Karst cavities are in fact

widespread in the Eocene limestone forming the upper

formation under the Quaternary cover in the Cheria

syncline.

The problem of sinkhole collapse has been

approached from several points of view. To name

few, Waltham and Swift (2004) studied the stability of

underground cavities under imposed loading. Model-

ing of collapse conditions of cavities has been carried

out by Goodings and Abdulla (2002), Kaufmann and

Quinif (2002) mapped the occurrence of karst cavities

as a natural hazard and Yang and Drumm (2002) have

studied the karst cavities as a hydrogeological hazard.

In this study, it is mainly dealt with the problem of

underground exploration for cavities and their stabil-

ity. Site investigation procedure has been carried out

using different techniques such as on site geological

survey, mechanical drilling, and resistivity survey.

Ground penetrating radar (GPR) has not been used as

it does not give reliable results in clayey covered

terrain (Mio-Plio-Quaternary filling deposit covering

Eocene limestone contains clay layers) (Roth et al.

2002).

Local authorities and residents are aware about the

fact that every structure in the area could well be build

totally or partially on a potentially collapsible void.

The extension plans of the area could no more be

established without a thorough knowledge of the

underground conditions including the occurrence,

depth, geometry and dimensions of the karst cavities.

2 General Setting

Cheria basin which takes the name of the village

located in its center is located to a 50 km to the SW of

Tebessa city. It is a wide plateau of a triangular shape

with an area of around 800 km2. The altitudes vary

from 1,050 to 1,500 m (Fig. 1).

From a geological point of view, the studied area is

a syncline structure oriented 30� to the North. It has

been studied by several authors among the first stand

(Durozoy et Lamber 1947). Cheria syncline consists of

a stratigraphic succession of more than 1,000 m thick.

Triassic, Cretaceous and Eocene constitute the main

formations. The later occupy more than 80 %, the

resting 20 % are composed of the Mio-Plio and

Quaternary filling deposits (Chaffai et al. 1986). In its

central part, Eocene limestone is intensively fractured

and karstified and covered by a mantle of varying

thickness constituted of a mixture of gravel sand, clays

and limestone crusts. Eocene limestone outcrop in the

centre of the basin and form small troughs on either

side. These latter are covered by the aforementioned

recent detrital materials.

The basin is dissected by two major sets of fractures

trending NE–SW and NW–SE cut by a sub-orthogonal

third set of N–S direction. The drainage pattern in the

basin is highly controlled by these sets of fractures. It

appears from a first glance at the air photographs that

the distribution of karst.

From a hydrogeological point of view, Eocene

limestone formation constitutes the most extensive

aquifer in Cheria basin. The perennial water avail-

ability in the study area is related to the great potential

of Eocene limestone aquifer. The marly-limestone

bedrock (Maestrichtian) forms the lower boundary of

the groundwater reservoir (Fig. 2). The thickness of

the Eocene limestone aquifer increases towards the

central part of the basin (Chaffai et al. 1986). The

alluvial aquifer is not appreciably used for drinking

water, as it used to be, because of its relatively poor

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123

quality acquired recently by agriculture, domestic and

industrial pollutants. Compared to the Eocene aquifer,

this later remains of limited extent and thus limited

reserves. The general flow direction for both Eocene

and Quaternary aquifers is from the north to the south

guided most of the time by the fractures and the

morphology (Fig. 3).

Karst processes are one of the most important post

sedimentary factors that contribute to landscape

evolution in the studied area. Unfortunately most of

the Eocene limestone of Cheria area is covered by

Quaternary deposits, which do not allow karst features

(sinkholes, pineacles, cavities etc.) to be apparent.

Nevertheless, at Youkous valley, which is not far from

the study site and located at the northern periphery of

the basin, karst features such as shafts, pinnacles and

cavities are well exposed.

The karst underground cavities are generated by the

dissolution of carbonates by the action of water and

CO2. The flow of water with dissolved CO2 through

preexistent fissures and cracks dissolve limestone and

widens discontinuities with time. Stringfield and Rapp

Fig. 1 Location of the

study area

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(1976), Ford and Williams (1989), Klimchouk (2000)

have shown that over a period of 100,000 years small

cracks could be widen to several meters across. The

created voids evolve later by upward migration and

acquire a round or dome like shape.

The stability of the resulting voids depends primar-

ily on the cohesive or non-cohesive behavior of the

roof materials. The collapse or dragging down of the

overlying Quaternary cover happens when the capping

material loses its integrity either by a flexural failure of

just by the upward migration of the roof (Fig. 4).

Seasonal oscillations of the water table are also an

important factor in the processes of Karstic cavity

formation and growth (Hall and Metcalfe 1984; Roje-

Bonacci 1997; Tharp 1999). Because of this dissolu-

tion and collapse, outcrops of palaeocollapse features

that vary in size and morphology appear dispersed in

the basin (Baali 2007). The recognized karst processes

are both syn-sedimentary and post-sedimentary with

the Quaternary deposits.

3 Characteristics of the Cheria Sinkholes

Sinkhole collapse is a well-known phenomenon in

Cheria area, NE Algeria (Fig. 1). It has been reported

Quaternary alluvial deposits,

Mio-Pliocene with clay- domination,

Sandy Miocene,

Eocene limestone

Mio-Pliocene and Quaternary,

Eocene and Maestrichtian,

Dano-Montien and Campanian,

Turonian (unknown possibilities),

Elevation in meters,

Probable fault

Dano-Montien marl

Maestrichtian limestone,

Campanian marl,

Turonian limestone

Fig. 2 Geological cross section of the studied region

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that during the last century small diameter sinkholes

appear from time to time in Cheria area without

making any harm to people or infrastructures. They

were not considered as a challenge to security or safety

and so they were not of some concern to population or

of local authorities.

The water level was then close to the surface,

mainly in the southern part of the basin. The wells

drilled for underground water extraction show that

voids were encountered at a depth between 1 and

50 m. The voids vary in height, between 1 m to

several meters throughout the area. In recent years,

two large events of cover collapse sinkholes were

recorded. The first event resulted in a crater of more

than 50 m, in diameter, occurs in a non-populated

locality called Douamis (Fig. 4). This first event has

caused no damage and did not receive any attention

from the local authorities. Recently on 29 February

2009 at 03 a.m., a spectacular sinkhole collapsed with

a diameter of more than a hundred meters in the center

of the town of Cheria, Harkat Bouziane Avenue

(Fig. 4). This later event has caused severe damage to

several houses, roads, water main supply and sewages.

It has caused a widespread panic among the population

mainly those living too close to the crater. This time,

as the phenomenon starts to affect the security and the

economy of the population, the local authorities have

become aware about the danger threatening several

10,000 of peoples. The collapse is due to a sudden

rupture of the roof of a large underground karst cavity.

4 Site Investigation

Site investigation is carried out by several techniques,

geological map, aerial photos, field survey; geophys-

ical techniques etc. Aerial photographs did not show

any hint that lead to cavity detection. In our opinion,

aerial photographs are not very helpful because of the

cyclic use of the land; every time the land is worked,

traces of small subsidence is erased so they cannot be

seen on photographs (Kaufmann and Quinif 2002).

Limit of the watershed

Limit impermeable Permeable Eocene boundary layer underground limestone Eocene boundary (permeable) Direction of flow

Pliocene to Quaternary Miocene sands Eocene limestone Maestrichtian limestone Subsidence

Fig. 3 Boundary condition

map for the study area

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The consultation of the ANRH (Agence Nationale des

Ressources Hydrauliques) archive show that on all

wells dug in the area, for water extraction, voids were

encountered at depths varying between 1 and 50 m.

Falls of drilling tools and total loss of the mud during

the drilling process were reported by the drillers. The

falls, which corresponds, to the height of the caverns

varies from less than a meter to few meters (Table 1).

The drilling logs show that cavities and fractures occur

at the same horizon. Fractures are more frequent and

occur above and below the cavities. Eocene limestones

are affected by fractures and cavities in more than one

level as shown on logs. On the other hand, pictures

obtained by a down the hole camera (Fig. 5) has

shown that the limestone is highly karstified up to a

depth of 50 meters. The size of the voids decreases in

size as we go deeper. Dissolution features such as

voids and cavernous looking rocks occurs frequently

on preexisting fissures. Small blocks and stones with a

chalky appearance could also be seen. Further down,

the volume of the voids decreases and become more

related to the layers boundary. Dissolution features are

of few centimeters wide stretched horizontally

between layers.

Multielectrode resistivity testing was also con-

ducted using a dipole–dipole electrode array. The

concepts of electrical imaging are well described in

the geophysical literature (LaBrecque et al. 1996).

Resistivity measurements are made for a large number

of sets of four electrodes. Given these measurements,

it is possible to solve numerically for a resistivity

distribution that results in a set of calculated resistivity

measurements that best fits with the measured

response.

The array is widely used in resistivity and induced-

polarization surveys, because of the low electromag-

netic coupling between the current and potential

circuits. Furthermore, this array is very sensitive to

horizontal changes in resistivity. Hence it is good at

mapping vertical structures such as dikes and cavities.

Two electric parallel profiles of 60 m long each and

10 m apart were carried out. The electrode spacing for

these lines was 4 m. The length of the scan line was

chosen on the basis of the space available in the town

and the supposed dimension of the cavities. Resistivity

profiles were created through an inversion process and

were used for characterization of the subsurface. The

inversion process is discussed in de Groot-Hedlin and

Constable (1990) and Loke and Barker (1996). The

resulting profiles illustrate trends in resistivity that

may be interpreted to represent subsurface features of

interest. Abrupt changes in resistivity are smoothed

Karst cavity collapse in Douamis localityKarst cavity collapse in the city center “Harkat Bouziane”

Fig. 4 Photography’s of collapses in Cheria basin

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during the inversion process. Resistivity profiles

obtained at the site typically showed an irregular

surface at the contrast between low- and high-resis-

tivity materials. Subsurface anomalies of high and low

resistivity were also observed. The results obtained

were compared to the log supplied by the LTPE

(Laboratoire de Travaux Publique Est) as part of the

site investigation procedure. The electric tomography

cross sections show a good fit with the boring logs.

High resistivity regions coincide well with voids

(Fig. 6). Whereas, low resistivity zones which show,

in 2D, a sub circular like shape correspond to

paleocollapse features (Lamont-Black et al. 2002)

They are mainly formed by fine unconsolidated moist

Fig. 5 Photography’s of cavities obtained by a down the hole camera at varying depths (46.6 and 55 m) in Cheria basin

Table 1 Eocene limestone

logs description according

to Gaud. DHW-Tebessa

1978

Drilling

logs

Total

depth (m)

Depth of

the roof

(m)

Thickness

of the

limestone (m)

Depth of

the fractured

zones (m)

Depth of

the karstified

zones (m)

509 14.8 2.9 11.9 2.9–3.6

12–13

3.6–4.9

12–13

510 29.15 0 29.15 3–5

9–10, 15–18

20–20.5

3–5

9–10, 15–18

20–20.5

511 34 2.6 31.4 2.6–17.2

26.5–29.2

2.6–17.6

26.5–29.2

512 30.6 0 30.6 10.3–11.6

19.7–23.30

10.3–11.6

19.7–23.30

513 30.0 0 30.0 0–6

9–18.5

/

514 31.95 0 31.95 2–8

11–20

/

515 12 3.5 8.5 3.5–12 3.5–12

516 20.0 1.10 18.9 3–5.1

6.5–8

9–19.0

3–5.1

6.5–8

9–19.0

517 20.0 1.10 18.9 5.1–19 5.1–19

518 30.2 3.0 27.2 4.3–6

9.5–12.3

17–18.7

21.7–23.2

4.3–6

9.5–12.3

534 100 0 100 44–100 44–45

Jk8 100 11 89 27–100 15–27

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filling materials. Fehdi et al. (2011) using the same

technique have shown, at Douamis locality, that

borings and 2D resistivity tomography were in a good

agreement, they both show that underground void

occurs at 2–6 m underground.

5 Stability Analysis of Karst Cavities

Several authors have studied the condition of stability

of underground cavities in natural and man made

cavities. Abdullah and Goodings (1996, 2002) have

used geotechnical centrifuge to replicate full-scale

sinkhole development over underground cavities in

weakly cemented sandstone. He showed that when the

ratio of roof thickness (T) to cavity width (W) is less

than 0.25, failure occurs. While When T/W was

greater than or equal to 0.31 a stable arch is formed and

the roof is stable. Waltham and Swift (2004) used

plaster scale models and Finite Element models

(FEM), in order to simulate failure mechanisms and

ultimate failure loads. Insitu testing was carried out

using full-scale test, where a cavity roof in Triassic

sandstone was loaded to failure in Nottingham (Wal-

tham and Swift 2004). This experiment was then used

to validate the numerical results obtained considering

material of the same properties as Nottingham sand-

stone using Flac 2D (L. Zhengxin). Several other

authors such as Davis et al. (1980), Tharp (1999) and

have used with success the limit analysis technique to

study the stability of underground openings in an

undrained state.

The effect of underground water fluctuation is also

of a paramount importance. Sowers (1975) described

the occurrence of two large sinkholes after 3 days of

pumping. In Florida, Benson and La Fountain (1984),

Currin and Barfus (1989) reported that sinkhole

frequency increases during spring dry season. The

reason is more probably the lowering of the water

table. It is in part due to the loss of the buoyant support

as a result of water table lowering. They also occur as a

result of rainfalls that come after prolonged period of

draught. The reason this time is the downward, force

induced by the percolating water. Passage of heavy

vehicle, explosives from neighboring quarries and

imposed loading on the roof cavity are also a common

cause of sinkhole collapse Gertje and Jeriminas

(1989); usually the collapse occurs days or weeks

later.

In this study, the stability assessment is carried out

using Falc 2D software and considering karst cavities

with varying dimensions. The reason is that in Cheria

area, underground cavities exist in varying dimen-

sions, from one meter to more than 50 m across. They

Limestone Void Sandy Tuff

Fig. 6 The result of 2D inversion of dipole–dipole electrode array data from the study area

Table 2 Measured mechanical properties of the Eocene

limestone

C (MPa) U (�) E (MPa) l UCS (MPa) UTS (MPa)

0.2 35.5 5,620 0.25 105–91.2 3.5–7.5

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also occur at a depth of less than a meter to several tens

of meters with varying rock mass properties. Hence,

cavity width and roof thickness are varied in order to

model all the possible scenarios. For rock properties,

Young Modulus (E), Poisson Ratio (l), Uniaxial

Compressive Strength (UCS), Uniaxial Tensile

Strength (UTS), Rock Density, and Shear Strength,

expressed as Cohesion (c) and Friction Angle (/) were

Fig. 7 Graphs showing the relationship between imposed loading and the critical roof thickness for different values of RMR

Fig. 8 Graphs showing the relationship between roof thickness and width of the cavity for different values of RMR

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determined. The Rock Mass Rating (RMR) (Bieniaw-

ski 1973) was also determined as we are dealing with

rock mass. The RMR is used to account for rock mass

properties rather than intact rock properties. The

available data were based upon laboratory and full-

scale tests. Table 2 shows the initial mechanical

properties assumed for modeling.

6 Results and Discussion

In this study the above intact rock, strength parameters

are kept fixe throughout the modeling procedure. The

RMR is however, varied according to the local rock

discontinuity conditions.

In the FLAC 2D software, the geometry model is set

first with the appropriate boundary conditions. Then

material properties and material model are specified.

The failure criteria used is the Mohr–Coulomb fitted to

the studied rock mass by way of it’s RMR to obtain a

rock mass failure envelope (Bieniawski 1976).

The geometry model consists of a rectangular cavity

located at a depth (D) with a roof thickness (T). The roof

thickness, the cavity width, the imposed load and the

RMR are varied in order to assess the influence of every

parameter on the overall stability of the cavity. The

modeling results show that for a given RMR and a cavity

width the resistance to failure increases as the roof

thickness increases (Fig. 7). When the roof thickness, the

imposed load and the cavity width are kept fixe the

resistance to failure increases as the RMR increases. For

instance, a 6 m wide cavity with a roof thickness of 2 m,

the resistance to failure increases from 4 MPa when RMR

equals 20, to 10 MPa when RMR becomes 40 (Fig. 7).

Fig. 9 The influence of groundwater fluctuation on the stability

of an underground cavity. a Cavity is dry, in this phase the

vertical displacement had not approach to the boundary of

failure, b cavity is submerged in this phase the vertical

displacement disappeared and the stability is reinforced,

c water table is under the roof of the cavity and the vertical

displacement appear widely but had not approach to the

boundary of failure, d cavity is emerged (water table is

decreased under the cavity floor), in this phase failure occur.

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The results also show that when the imposed load,

1 MPa, and the RMR are kept fix (Fig. 8), the

relationship between cavity width and roof thickness,

at failure, is of a linear form. For an RMR of 40, the

ratio of roof thickness to cavity width is about 0.30.

This ration is of almost 0.40 for an RMR of 30 and

around 0.75 for RMR = 20 (Fig. 8). It can be easily

seen that in the case of Cheria Eocene limestone where

RMR is 40, an underground cavity can be considered

stable if the ratio of the roof thickness to the cavity

width is above 0.30 under an imposed load of 1 MPa

(10 tones over an area of 1 m2).

For a cavity with a varying width and a constant

RMR the roof displays more resistance to failure as it

thickens. At the onset of failure (Fig. 8) shows that as

the cavity width increases roof thickness also

increases in a linear fashion. The same relationship

remains applicable for all the assumed RMR values

covered by this study. The Douamis cover collapse

sinkhole with a diameter of around 50 m display

visually a thickness of more than 8 m. The W/T ratio

is then about 0.16. For the city center sinkhole, the

W/T ration is approximately 0.2. Both of these ratios

occur on the unsafe side (under the curve) of the

critical line.

It has been reported that ground water fluctuation

causes sinkhole to form in karst environment. The

principal mechanism of water effect lies in the lake of

buoyancy as water table drops. The pressure caused by

moving water, towards the cavity as a result of drawdown

or rainfall also contributes significantly to failure. The

effect of ground water fluctuation is modeled in this

study; the results show that when the piezometric head

decreases rapidly from a level above the cavity roof to

another below it, failure occurs (Fig. 9).

7 Conclusion

The results presented in this paper illustrate that

resistivity survey is a geophysical method well suited

for the detection and mapping of sinkholes in karstic

areas. The dipole–dipole resistivity and the processing

of the gathered data to obtain underground tomogra-

phy conducted here have proved to be a powerful

mapping tool for the subsurface conditions of the

complex geometry of the karstic areas.

Geological study and borehole drilling were of a big

support to geophysical techniques in locating underground

cavities as well as in the assessment their depth, geometry,

dimensions, etc.

It has been found that under an imposed loading, the

stability of the karst cavities depends on the geo-

mechanical parameters (RMR, GSI, and E) of the host

rock as well as the depth and dimensions of the gallery.

It increases with RMR, GSI, E and depth and

decreases as the cavity becomes wider. The calcula-

tion results shows that a ratio (roof thickness to gallery

width) of 0.2 and more indicate a stable conditions.

The two collapsed sinkholes, the one at Douamis and

the other at the city center have W/T ratios of 0.16 and

0.2, respectively.

The results obtained in this work constitute a road

map for the identification of the underground karst

cavities and the assessment of their stability. The

localization of the underground cavities with the

electric tomography method throughout the area and

the use of the W/T stability diagrams one can locate

the stable and the unstable cavities. This processes

lead directly to the establishment of a sinkhole

collapse hazard map. The establishment of a hazard

map is not the scope of the present paper.

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