Cement and lime mixture stabilization of an expansive overconsolidated clay

Applied Clay Science xxx (2014) xxx–xxx

CLAY-02962; No of Pages 7

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Applied Clay Science

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Research paper

Cement and lime mixture stabilization of an expansiveoverconsolidated clay

Mohamed Khemissa ⁎, Abdelkrim MahamediM'sila University, Faculty of Technology, Civil Engineering Department, Geomaterials Development Laboratory, P.O. Box 166 Ichbilia, 28000 M'sila, Algeria

⁎ Corresponding author.E-mail addresses: [email protected] (M. Khemi

(A. Mahamedi).

http://dx.doi.org/10.1016/j.clay.2014.03.0170169-1317/© 2014 Elsevier B.V. All rights reserved.

Please cite this article as: Khemissa, M., MahSci. (2014), http://dx.doi.org/10.1016/j.clay.2

a b s t r a c t
a r t i c l e i n f o
Article history:Received 3 July 2013Received in revised form 7 March 2014Accepted 25 March 2014Available online xxxx

Keywords:Expansive clayStabilizationCementLimeMixtureBearing capacity

Urban areas of thewilaya ofM'sila inAlgeria nowadays experience a considerable development because of an un-ceasingly increasing demography, fromwhere its extension towards virgin zones often less favorable than thosealready urbanized. Thiswilaya is located in a zone classified as semi-arid, whose geology comprises clayey forma-tions characterized by a high variation of volumewhen the conditions of their equilibrium are modified (naturalclimatic phenomena due to a prolonged dryness, human activity by modification of the ground water level be-cause of excessive pumping, configuration of constructions in their environment). This paper presents and ana-lyzes the results of a series of normal Proctor compaction tests,methylene blue tests, California bearing ratio testsand undrained direct shear tests performed on Sidi-Hadjrès expansive overconsolidated clay treated withmixture of various cement and lime contents and compacted under the optimum Proctor conditions. Thesetest results show that the geotechnical parameters values are concordant and confirm the bearing capacity im-provement of this natural clay, which is translated by a significant increase in soil strength and its durability.However, the best performances are obtained for a mixt treatment corresponding to 8% cement and 4% limecontents.

© 2014 Elsevier B.V. All rights reserved.

1. Introduction

Expansive soils are a worldwide problem and occur in many parts ofthe world but particularly in arid and semi-arid regions (Al-Rawas,2006). The arid and semi-arid regions cover inter alia a good part ofAlgeria. These regions, delimited by the Tellian Atlas in North and theSaharian Atlas in South, extend from East to West until the borderingMaghreb's countries. Their meteorology is characterized by weak pre-cipitations and important temperature variations between winter andsummer (cold andwet winters von hot and dry summers). Their geolo-gy comprises clayey formations characterized by a high variation of vol-ume when the conditions of their equilibrium are modified (naturalclimatic phenomenadue to a prolonged dryness, intense humanactivityby modification of the ground water level because of excessivepumping, configuration of constructions in their environment). Theseclayey formations were the subject of some characterization studies,which confirmed their expansive character. Damages appeared in theroad infrastructures and in the small buildings because of the soil swell-ing (Al-Mhaidib, 2006; Chen, 1988; Nelson and Miller, 1992) whichcompromises the use of expansive soils in their natural state in con-struction of pavement base layers. At dry state, the expansive soils arevery difficult to compact since their consistency varies from hard to

ssa), [email protected]

amedi, A., Cement and lime m014.03.017

very hard. At wet state, they are very sticking. However, their employ-ment can be possibly decided based on specific treatment with limeand/or hydraulic binders.

The short-term treatment of fine-grained soils and their long-termstabilization is a current technique in road construction. This processis mainly used to make compactable the soft soils by reduction of theirplasticity and, consequently, to improve their bearing capacity. Thelimes mainly calcic (quicklime, extinct lime, lime slurry), road cementsand special binders are themost used treatment products. The action ofthese products on the hydrous state of the fine-grained soils and ontheir clayey fraction is highlighted in practice (Bahar et al., 2004; Bell,1989, 1996; Derriche and Lazzali, 1997; Mellas et al., 2012; Tonozet al., 2006). Treatment studies carried out on some expansive soilsalso confirm the action of cement and lime on their plasticity and swell-ing characteristics (Afès and Didier, 2000; Al-Mukhtar et al., 2010;Al-Rawas et al., 2005; Bahar et al., 2004; Bell, 1996; Mahamedi andKhemissa, 2013; Nalbantoglu, 2006; Stavridakis, 2006; Tonoz et al.,2006). Other treatment products (dune sand, salt, fly ash, bitumen,rice husk ash, stone dust, or their combinations) were used to stabilizethe swelling soils and other problematic soils (Brooks, 2009;Harichane et al., 2011; Khabbaz and Fatahi, 2011; Louafi and Bahar,2012; Mohamedzein and Al-Rawas, 2011; Muntohar, 2006a; Ramadaset al., 2011; Sharma et al., 2012). The obtained test results show a cer-tain improvement of geotechnical properties of the studied soils, butthe effectiveness of the tested treatment products is not yet clearlyestablished on the scale of the practice.

ixture stabilization of an expansive overconsolidated clay, Appl. Clay

http://dx.doi.org/10.1016/j.clay.2014.03.017

mailto:[email protected]

mailto:[email protected]


http://www.sciencedirect.com/science/journal/01691317


Table 2Chemical composition of Sidi-Hadjrès clay.

Constituents SiO2 CaO MgO Fe2O3 Al2O3 SO3 K2O Na2O L.O.I

% 43.38 14.66 2.55 4.02 11.36 11.55 1.51 1.12 10.03

L.O.I— loss on ignition.

2 M. Khemissa, A. Mahamedi / Applied Clay Science xxx (2014) xxx–xxx

This paper presents the results of an experimental study carried outon an expansive overconsolidated clay collected from an urban sitesituated in Sidi-Hadjrès city (wilaya ofM'sila, Algeria), where significantdamages frequently appear in the road infrastructures and in the smallbuildings. The carried out study aims at determining the physico-chemical and mechanical parameters of this natural clay treated witha mixture of locally manufactured stabilizers (composed Portland ce-ment and extinct lime). The influence of mixt treatment on its mechan-ical properties is then analyzed.

2. Brief description of the studied clay

Urban areas of the wilaya of M'sila in Algeria nowadays experience aconsiderable development because of an unceasingly increasing de-mography, from where its extension towards virgin zones is often lessfavorable than those already urbanized. This wilaya is located in azone classified as semi-arid characterized by weak precipitations andsignificant variations in temperature between winter and summer.The soil samples used were collected from Sidi-Hadjrès city between1.3 and 1.7 m of depth in a layer of yellowish brown gypseous marlyclay, reaching 1.5 to 4.5 m of depth according to the places. Tables 1and 2 give the identification test results carried out on these soil sam-ples and their chemical composition respectively.

These low dispersed values for the carried out sampling seem to in-dicate a homogeneous soil massif. The grain size distribution curveof soil samples tested indicates that they are composed of 1.9% grav-el, 24.9% sand, 47.5% silt and 25.7% clay (Fig. 1). According to USDAtextural classification system, they are classified as clay loam. Accordingto French classification, compatible to Unified Soil ClassificationSystem (USCS), they are classified as high plastic (CH) and very con-sistent (Ic N 1) clay with important activity of its clayey fraction (Ac

N 1.25; presence of calcic montmorillonite). This clay is classified asoverconsolidated clay, low permeable and very low sensitive to creep.

Table 1Geotechnical properties of Sidi-Hadjrès clay.

Parameters Symbols Range of variation Meanvalues

Depth z (m) 1.30–1.70 1.50Natural water content wnat (%) 13.21–13.46 13.34Wet unit weight γh (kN/m3) 20.4–24.2 22.3Dry unit weight γd (kN/m3) 18.0–21.4 19.7Liquid limit wL (%) 81.5–86.7 83.7Plastic limit wP (%) 30.6–36.6 32.8Plasticity index IP (%) 50.1–51.9 51.0Consistency index Ic (%) 1.33–1.47 1.38Methylene blue value MBV 7.40–9.77 8.31Over to 2 mm % b 2 mm 95.0–96.0 95.5Over to 0.08 mm % b 0.08 mm 64.6–81.9 73.2Clay content C2μm (%) 20.5–30.9 25.7Activity of clay Ac 1.95–2.02 1.98Optimumwater content wopt (%) 19.2–19.6 19.43Maximum dry density γd-max 1.59–1.61 1.60Fragmentability coefficient FR 2.93–3.51 3.25Damage coefficient DG 2.68–3.50 2.97In-situ void ratio eo 0.60–0.78 0.67Preconsolidation pressure σ′p (kPa) 650–1000 700Overconsolidation ratio OCR 8.7–13.5 9.1Compression index Cc 0.16–0.19 0.18Recompression index Cs 0.04–0.06 0.05Coefficient of permeability kvo (m/s) 2.1 × 10−11–3.2 × 10−11 3 × 10−11

Creep index Cαe 0.002–0.011 0.006Swelling pressure σs (kPa) 430–850 600Free swelling εfs (%) 4.1–68.4 32.7Secondary rate of swelling Cαs 0.012–0.132 0.214Conventional shrinkage limit wR 11.6–11.8 11.7Effective shrinkage limit wRE 17.3–21.8 19.9Effective shrinkage ratio IR 58.9–71 62.4

Please cite this article as: Khemissa, M., Mahamedi, A., Cement and lime mSci. (2014), http://dx.doi.org/10.1016/j.clay.2014.03.017

Their overconsolidation is due to the phenomenon of shrinkageresulting from more-or-less thorough desiccation. Chemical analysisconducted on this clay shows that the dominating elements are silica,carbonates and alumina. X-ray diffractogram shows that the silica iscrystallized in quartz form (21%) and the carbonates are crystallized incalcites form (79%) (Fig. 2).

According to French classification for fine-grained soils and evolu-tionary rock materials, this clay belongs to A4 subclass (Ip N 40 or MBVN 8) and it is considered as low fragmentary (FR b 7) and low damaged(DG b 5). The marly clays are known to be evolution. But, Sidi-Hadjrèsclay remains low fragmentary and low damaged even afterwards itssimple treatment with hydraulic binders (Table 3).

On the other hand, themodifications of itswater content are accom-panied by shrinkage or swelling. Casagrande plasticity chart adapted toexpansive soils shows that this clay is characterized by high swellingpotential according to Dakshanamurthy and Raman (1973) classifica-tion and by high-to-very high swelling potential according to Chen(1988) classification (Fig. 3). Seed et al. (1962), Ranganatam andSantyanarayana (1965) and Williams and Donaldson (1980) classifica-tions also indicate a very high swelling potential. In addition, BRE-UK(1980) classification led to a very high shrinkage potential.

3. Experimental program and test procedures

In addition to identification tests, the experimental program com-prises normal Proctor compaction tests, methylene blue tests, Californiabearing ratio tests and undrained direct shear tests performed in accor-dance with Algerian standards comparable to French standards. Thesetests were carried out on untreated soil (control sample) and on treatedsoil with a mixture of various cement and lime contents (Table 4). Theused composed Portland cement is locally manufactured in Lafarge'scompany of Hammam Dalâa in wilaya of M'sila (Table 5). Extinct limeused comes from ERCO's company of Hassasna in wilaya of Saïda(Table 6).

The soil samplesweremade starting fromamixture of the necessaryquantity of finely crushed dried soil to desired cement and lime con-tents; the whole being intimately mixed at dry then humidified withoptimum water content wopt (i.e. maximum dry density γd-max). Thepaste was remixed thoroughly before performing the compaction. All

0

25

50

75

100

0.0010.010.1110

Pas

sing

(%

)

Grain size (mm)

- %<2 mm=95.5%

- %<80 µm=73.2%

- %<2 µm=25.7%

- %%<<222 mmmm==999555.5.5%%

-- %%<<88080 µmµm== 77333.2.2%%

-- %%<<222 µµmmm==22555.7.7%%

Fig. 1. Grain size distribution curve of Sidi-Hadjrès clay.



Fig. 2. X-ray diffractogram of Sidi-Hadjrès clay.

3M. Khemissa, A. Mahamedi / Applied Clay Science xxx (2014) xxx–xxx

tests were conducted at room temperature. Experimental proceduresfollowed in each test type were in conformity as much as possiblewith the usual testing methods. Interpretation techniques of the testresults are many inspired from knowledge obtained on clayey soilsthroughout the world.

Normal Proctor compaction tests are conducted on the clay treatedwith amixture of various cement and lime contents under the optimumProctor conditions. Corresponding test results constitute a pledge ofgood repeatability of the compaction test and indicate a good reconsti-tution of the soil under the necessary conditions towhich the soil massifis expected to be subjected in-situ (Fig. 4).

Table 3Cement and lime simple treatment on the evolution characteristics of Sidi-Hadjrès clay.

Stabilizer contents (%) 0 2 4

Cement FRa 3.25 3.07 3.Low fragmentary

DGb 2.97 2.97 2.Low damaged

Lime FRa 3.25 Non measurableLow fragmentary –

DGb 2.97 Non measurableLow damaged –

a Fragmentability coefficient (FR): characterizing the probability of rock soils to split up undcorresponding to 10% passingmeasured before and after a conventional rammingwith the normary rock materials, the threshold selected is FR = 7 so that:

– if FR b 7, the material is considered as low fragmentary;– if FR N 7, the material is considered as fragmentary.

b Damage coefficient (DG): characterizing the probability of rock soils to be degraded underloadings; this coefficient is defined by ratio of the diameters of grains corresponding to 10% ofcation for fine-grained soils and evolutionary rock soils, the thresholds selected are DG = 5 an

– if DG b 5, the material is considered as low damaged;– if 5 b DG b 20, the material is considered as fairly damaged;– if DG N 20, the material is considered as damaged.


4. Test results and discussion

Only the principal results interesting the object of this paper are ex-posed hereafter, i.e. influence of the cement and limemixture treatmenton the strength and deformability properties of compacted expansiveclay.

4.1. Consistency limits and swelling parameters

Casagrande plasticity chart adapted to expansive soils in accor-dance with Dakshanamurthy and Raman (1973) and Chen (1988)

6 8 10 12

36 3.91 5.89 9.37 9.90Fragmentary

97 2.97 2.97 3.58 6.31Fairly damaged

er effect of applied loadings; this coefficient is defined by ratio of the diameters of grainsal Proctor hammer. According to French classification for fine-grained soils and evolution-

effect of climatic or hydrogeologic actions (frost, cycles drying/imbibition) and of appliedpassing measured before and after immersion-drying cycles. According to French classifi-d DG = 20 so that:



0

20

40

60

0 20 40 60 80 100 120Liquid limit, wL(%)

med

ium

low

very

hig

hhi

gh

Low plastic ClaysCL

High plastic ClaysCH

Swelling potential (Dakshanamurthy and Raman, 1973) low medium high very highnone

Sw

elli

ng p

oten

tial (

Che

n, 1

988)

Pla

stic

ity

inde

x, I

p (%

)

Fig. 3. Classification of Sidi-Hadjrès clay.

Table 6Physico-chemical properties of Saïda's extinct lime.

Designation NHL

Physical properties Bulk density 600–900 g/lAbsorption coefficient b5Sensitivity to freezing b30Volume of extinction 2.73 cm3

Over 630 μm 0%Over 90 μm b10%

Chemical composition CaO N83.3%MgO b0.5%Fe2O3 b2%Al2O3 b1.5%SiO2 b2.5%SO3 b2.5%Na2O b4.7–0.5%CO2 b5%CaCO3 b10%Insolubles in HCl b1%

0.06

0.08

0.10

d-max/wopt=0.085wop

t (%

)


classifications can be used to analyze their behavior after treatment.Atterberg limits test results for this treated clay with a mixture of vari-ous cement and lime contents considered seem to indicate that the plas-ticity index and liquid limit decrease in an appreciable way for treatedsoil (Fig. 5). It results in a reduction of the clay's plasticity, i.e. reductionof its swelling potential from high to low for the two considered classi-fications. So, the clay becomes less sensitive to water, therefore not veryexpansive and better compactable. Swelling's reduction for the treatedclay gets certain stability with respect to the deformations due to sea-sonal variations of water content and, consequently, a durable behaviorof the compacted clay with respect to the wear of particles generatingfine plastic particles.

Some correlations were established between the index propertiesand swelling parameters of expansive clays, among which:

– for the swelling pressure σs:

log σsð Þ ¼ 0:0208wL þ 0:00665γd−0:0269wnat−2:132 ð1Þ

(Komornik and David, 1969),

σs ¼ 0:25 Ip� �1:12

C2μm=wnat

� �2 þ 25 ð2Þ

(Nayak and Chiristensen, 1974),

Table 4Cement and lime contents considered in percent by weight of dry soil.

Designation 0/0 0/12 2/10 4/8 6/6 8/4 10/2 12/0

Cement content (%) 0 0 2 4 6 8 10 12Lime content (%) 0 12 10 8 6 4 2 0

Table 5Physico-chemical properties of M'sila's composed Portland cement.

Designation CEM-II/B 42.5 N NA 442 — MATINE

Physical properties Normal consistency of the cement paste 25–28.5Blaine fineness 4150–5250 μm/mInitial setting 140–195 minEnd setting 195–290 minShrink at 28 days of age b1000 μm/mExpansion 0.3–2.5 mmCompressive strength at 28 days of age ≥42.5 MPa

Chemical composition Loss on ignition 7.5–12%Soluble residues 0.7–2%Sulfates 2–2.7%Magnesium oxide 1–2.2%Chlorides 0.01–0.05%Tricalcic silicates 55–62%Alkalis 0.5–0.75%


– for the free swelling εfs:

εfs ¼ 2:16� 10−5 Ip� �2:44 ð3Þ

(Seed et al., 1962),

εfs ¼ 0:2558e0:0838Ip ð4Þ

(Chen, 1988);

whereγd represents the dry unitweight, wnat the naturalwater content,C2 μm the clay content, wL the liquid limit and Ip the plasticity index.Their application on various expansive natural clays (Muntohar,2006b; Phanikumar, 2006) seems to give satisfactory results. Applica-tion of these correlations on Sidi-Hadjrès expansive clay seems to showthat the cement and limemixture treatment influences their computedswelling parameters (Fig. 6). So, it can be noted that the swelling

0.00

0.02

0.04

0/0 0/12 2/10 4/8 6/6 8/4 10/2 12/0Cement/Lime contents (%)

γ d-m

ax(-

)/

Fig. 4. Cement and lime mixture treatment effect on the normal Proctor compaction testresults.

0

20

40

60

0 20 40 60 80 100 120Liquid limit, wL (%)

0/0 0/12 2/10 4/8 6/6 8/4 10/2 12/0

Swelling potential (Dakshanamurthy and Raman, 1973)

Swel

ling

pote

ntia

l (C

hen,

198

8)

low medium high very highnone

(Control sample)High Plastic Clays

CH

Low Plastic ClaysCL

med

ium

low

very

hig

hhi

gh

Cement/Limecontents (%)

Pla

stic

ity

inde

x, I

p (%

)

Fig. 5. Classification of the treated clay according to its consistency limits.



0

100

200

300

400

500

600

700


Komornik and David (1969)

Nayak and Chiristensen (1974)

0

5

10

15

20

25

30

35


Seed et al. (1962)

Chen (1988)

Fre

e sw

ellin

g, ε

fs (%

)

Swel

ling

pres

sure

, σs (

kPa)

Fig. 6. Swelling pressure and free swelling computed for a mixture of various cement and lime contents.


pressure of this clay and the corresponding free swelling decrease in anappreciable way with cement and lime contents for the preceding rela-tions. This mitigation is due to the soil stabilization by the effect ofcementing and of pozzolanic reactions, which seems to indicate thatthe clay becomes insensitive to swelling. However, the best result is ob-tained for a mixt treatment corresponding to 8% cement and 4% limecontents.

4.2. Methylene blue value (MBV) and specific surface area (SSA)

Methylene blue test may be performed on each soil for which thefine fraction exceeds 15 to 20%.Methylene blue quantity (i.e. methyleneblue value or MBV) necessary to be absorbed by the clayey particles de-pends on their SSA and of the nature ofminerals which constitute them.

0123456789

10

0/0 0/12 2/10 4/8 6/6 8/4 10/2 12/0

Met

hyle

ne b

lue

valu

e, M

BV

Cement/Lime contents (%)

3

2

1

Swelling potential:1. High2. Medium3. Low

Fig. 7. Classification of the treated clay according to its methylene blue value.

0

20

40

60

80

100

0/0 0/12 2/10 4/8 6/6 8/4 10/2 12/0

CB

R v

alue

Cement/Lime contents (%)

Soaked CBR

Unsoaked CBR

Fig. 8. Soaked and unsoaked CBR values for amixture of various cement and lime contents.


Considered as identification and classification parameter of soils, theMBV can thus be used to estimate the swelling potential of fine-grained soils. For Sidi-Hadjrès expansive clay characterized by 25.7% ofclayey particles, the MBV (i.e. the corresponding SSA = 21MBV) deter-mined for a mixture of various cement and lime contents considered isalso affected (Fig. 7). According to French classification, it can be notedthat the swelling potential of this clay decreases from high (MBV N 6)to medium (2 b MBV b 6), even to low (MBV b 2). In addition, the mit-igation of its SSA seems to indicate that its cement and lime mixturetreatment reduces its swelling potential by modification of its texture.However, except the simple treatmentwith cement or lime, the best re-sult is also obtained for a mixt treatment corresponding to 8% cementand 4% lime contents.

4.3. California bearing ratio (CBR) and linear swelling

The bearing pressure of geotechnical structures (embankments,pavement base layers) can be evaluated starting from CBR tests. Soakedand unsoaked CBR values obtained on Sidi-Hadjrès expansive clay treat-ed with a mixture of various considered cement and lime contents(Fig. 8), and the corresponding linear swelling values (Fig. 9), are alsoaffected. Increasing of CBR values is translated, in both cases, by a clearimprovement of bearing capacity of the clay and a very sensitive lower-ing of its deformability resulting from an excessive humidification afterits compaction under the optimum Proctor conditions. However, thebest result is obtained for amixt treatment corresponding to 2% cementand 10% lime contents for soaked CBR, and to 8% cement and 4% limecontents for unsoaked CBR.

0

0.5

1

1.5

2

2.5


Low linear swelling

Medium linear swelling

Lin

ear

swel

ling,

εg

(%)

Fig. 9. Linear swelling values for a mixture of various cement and lime contents.



0

50

100

150

200

250

0 1 2 3 4 5 6 7 8Displacement (mm)

0/0

0/12

2/10

4/8

6/6

8/4

10/2

12/0

Cement/Limecontents (%)

Und

rain

ed s

hear

str

ess,

τ (k

Pa)

Fig. 10. Undrained shear curves for a mixture of various cement and lime contents.


4.4. Undrained shear strength

Soil undrained cohesion is a parameter of short-term foundationsdesign. It can be defined by themaximum undrained shear strength de-duced starting from undrained–unconsolidated direct or triaxial sheartests. Direct shear curves obtained on Sidi-Hadjrès expansive clay treat-ed with a mixture of various cement and lime contents considered(Fig. 10), and the corresponding undrained cohesion values (Fig. 11),seem to indicate that the shear strength of this treated clay is also affect-ed. Increasing of shear strength is translated, in both cases, by a clear im-provement of the bearing capacity of the clay. However, the best resultis also obtained for a mixt treatment corresponding to 8% cement and4% lime contents.

5. Summary and conclusion

This paper has the aim of characterizing the laboratory behavior ofan expansive overconsolidated clay treated with a mixture of locallymanufactured stabilizers (composed Portland cement and extinctlime) for its use in the road works as roadway foundation. Choice ofSidi-Hadjrès urban site was justified because of its extension towardszones at risk, where significant damages frequently appear in the roadinfrastructures and in the small buildings.

The tested soil samples were identified as high plastic clay. Variousclassifications based on the geotechnical properties show that this clayis characterized by a very high swelling potential; swelling being tosome extent due to themineralogical structure of soils (high percentageof montmorillonite) and to the variations of their water content (cyclesof desiccation–humidification of soils).

The obtained test results make it possible to show a sensitive im-provement of the mechanical properties of this expansive clay treated

0

50

100

150

200

250

0/0 0/12 2/10 4/8 6/6 8/4 10/2 12/0

Und

rain

ed c

ohes

ion,

cu(

kPa)

Lime/Cement ratio (%)

Fig. 11. Undrained cohesion values for a mixture of various cement and lime contents.


with a mixture of various cement and lime contents and compactedunder the optimum Proctor conditions. Moreover, it can be noted thatthe mixt treatment allows:

– to more decrease the plasticity index, clay becomes no expansiveand better compactable;

– to increase the soaked and unsoaked CBR values, allowing this factof increasing the bearing pressure of clay and reduction of itsexpansibility;

– to increase the shear strength of clay, therefore of its bearingcapacity.

Performances acquired by this expansive clay treated with cementand lime mixture get stability, durability and better resistance. How-ever, the best performances are obtained for a mixt treatment corre-sponding to 8% cement and 4% lime contents.

References

Afès, M., Didier, G., 2000. Stabilisation des sols gonflants: cas d'une argile en provenancede Mila (Algérie). Bull. Eng. Geol. Env., 59(1). Springer, pp. 75–83.

Al-Mhaidib, A.I., 2006. Swelling behavior of expansive shale: a case study from SaudiArabia. In: Al-Rawas, A.A., Goosen, M.F.A. (Eds.), Expansive Soils: Recent Advancesin Characterization and Treatment. Taylor & Francis Group, pp. 273–287.

Al-Mukhtar, M., Lasledj, A., Alcover, J.F., 2010. Behavior and mineralogy changes in limetreated expansive soil at 20 °C. Appl. Clay Sci. 50 (2), 191–198.

Al-Rawas, A.A., 2006. Preface. In: Al-Rawas, A.A., Goosen, M.F.A. (Eds.), ExpansiveSoils: Recent Advances in Characterization and Treatment. Taylor & FrancisGroup, pp. xi–xii.

Al-Rawas, A.A., Hugo, A.W., Al-Sarmi, H., 2005. Effect of lime, cement and Sarooj (artificialpozzolan) on the swelling potential of an expansive soil from Oman. Building and En-vironment, 40. Elsevier, pp. 267–281.

Bahar, R., Benazzoug, M., Kenai, S., 2004. Performance of compacted cement stabilizedsoil. Cement and Concrete Composites, 25(6). Elsevier, pp. 633–641.

Bell, F.G., 1989. Lime stabilization of clay soils. Eng. Geol. Env., 39(1). Springer, pp. 67–74.Bell, F.G., 1996. Lime stabilization of clay minerals and soils. Eng. Geol. Env., 42. Springer,

pp. 223–237.BRE-UK, 1980. Building Research Establishment United Kingdom.Brooks, R.M., 2009. Soil stabilization with fly ash and rice husk ash. Int. J. Res. Rev. Appl.

Sci. 1 (3), 209–217.Chen, F.H., 1988. Foundations on expansive soils. Developments in Geotechnical

EngineeringElsevier.Dakshanamurthy, V., Raman, V., 1973. A simple method of identifying an expansive soil.

Soils Found. Jpn. Soc. Soil Mech. Found. Eng. 13 (1), 97–104.Derriche, Z., Lazzali, F., 1997. Analyse des mécanismes de stabilisation d'un sol gonflant

par apport de chaux sous différentes formes. Eng. Geol. Env. Springer, pp. 79–84.Harichane, K., Ghrici, G., Kenai, S., Grine, K., 2011. Use of natural pozzolana and lime for

stabilization of cohesive soils. Geotech. Geol. Eng., 29. Springer, pp. 759–769.Khabbaz, H., Fatahi, B., 2011. Chemical stabilization of closed landfill sites using chemical

agents. In: Anagnostopoulos, A., et al. (Eds.), Proc. 15th Eur. Conf. Soil Mech. Geot.Eng. IOS Press, pp. 1777–1782.

Komornik, J., David, A., 1969. Prediction of swelling potential for compacted clays. J. SoilMech. Found. Eng. Div. ASCE 95 (1), 209–225.

Louafi, B., Bahar, R., 2012. Sand: an additive for stabilization of swelling clay soils. Int. J.Geosci. 3, 719–725.

Mahamedi, A., Khemissa, M., 2013. Cement stabilization of compacted expansive clay. On-line J. Sci. Technol. 3 (1), 33–38.

Mellas, M., Hamdane, A., Benmeddour, D., Mabrouki, A., 2012. Improvement of the expan-sive soils by the lime for their use in road works. Proc. 10th Int. Cong. Adv. Civ. Eng.Middle East Technical University, Ankara, Turkey, pp. 1–8.

Mohamedzein, Y.E.A., Al-Rawas, A.A., 2011. Cement-stabilization of sabkha soils from Al-Auzayba, Sultanate of Oman. Geot. Geol. Eng., 29. Springer, pp. 999–1008.

Muntohar, A.S., 2006a. Swelling characteristics and improvement of expansive soil withrice husk ash. In: Al-Rawas, A.A., Goosen, M.F.A. (Eds.), Expansive Soils: RecentAdvances in Characterization and Treatment. Taylor & Francis Group, pp. 435–451.

Muntohar, A.S., 2006b. Prediction and classification of expansive clay soils. In: Al-Rawas,A.A., Goosen, M.F.A. (Eds.), Expansive Soils: Recent Advances in Characterization andTreatment. Taylor & Francis Group, pp. 25–35.

Nalbantoglu, Z., 2006. Lime stabilization of expansive clay. In: Al-Rawas, A.A., Goosen,M.F.A.(Eds.), Expansive Soils: Recent Advances in Characterization and Treatment. Taylor &Francis Group, pp. 341–348.

Nayak, N.V., Chiristensen, R.W., 1974. Swelling characteristics of compacted expansiveclays. Clay Clay Miner. 19 (4), 251–261.

Nelson, J.D., Miller, J.D., 1992. Expansive Soils — Problems and Practice in Foundation andPavement Engineering. John Willey and Sons, New York.

Phanikumar, B.R., 2006. Prediction of swelling characteristics with free swell index. In: Al-Rawas, A.A., Goosen, M.F.A. (Eds.), Expansive Soils: Recent Advances in Characteriza-tion and Treatment. Taylor & Francis Group, pp. 173–184.

Ramadas, T.L., Darga Kumar, N., Yesuratnam, G., 2011. Study of swelling and strengthcharacteristics of expansive soil treated with stone dust and fly ash. In:Anagnostopoulos, A., et al. (Eds.), Proc. 15th Eur. Conf. Soil Mech. Geot. Eng. IOSPress, pp. 659–664.


http://refhub.elsevier.com/S0169-1317(14)00095-7/rf0085

































































Ranganatam, B.V., Santyanarayana, B., 1965. A rational method of predicting swelling po-tential for compacted expansive clays. Proc. 6th Int. Conf. Soil Mech. Found. Eng.,Montreal, pp. 92–96.

Seed, H.B., Woodward, R.J., Lundgren, R., 1962. Prediction of swelling potential forcompacted clays. J. Soil Mech. Found. Eng. Div. ASCE 88 (SM3), 53–87.

Sharma, N.K., Swain, S.K., Sahoo, U.C., 2012. Stabilization of a clayey soil with fly ash andlime: a micro level investigation. Geot. Geol. Eng., 30. Springer, pp. 1197–1205.

Stavridakis, E.I., 2006. Stabilization of problematic soils using cement and lime. In: Al-Rawas, A.A., Goosen, M.F.A. (Eds.), Expansive Soils: Recent Advances in Characteriza-tion and Treatment. Taylor & Francis Group, pp. 385–397.


Tonoz, M.C., Gockceoglu, C., Ulusay, R., 2006. Stabilization of expansive Ankara clay withlime. In: Al-Rawas, A.A., Goosen, M.F.A. (Eds.), Expansive Soils: Recent Advances inCharacterization and Treatment. Taylor & Francis Group, pp. 317–339.

Williams, A.B., Donaldson, G.W., 1980. Developments related to building on expansivesoils in South Africa: 1973–1980. Proc. 4th Int. Conf. Soil Mech. Found. Eng., Denver,pp. 834–844.



















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Cement and lime mixture stabilization of an expansive overconsolidated clay