International Journal of Advances in Engineering & Technology, Jan 2012.

©IJAET ISSN: 2231-1963

STUDY ON PERFORMANCE OF CHEMICALLY STABILIZED

EXPANSIVE SOIL
P. VenkaraMuthyalu, K. Ramu and G.V.R. Prasada Raju
Department of Civil Engg., University College of Engineering, JNTUK, Kakinada, India

ABSTRACT
Expansive soils, such as black cotton soils, are basically susceptible to detrimental volumetric changes, with
changes in moisture. This behaviour of soil is attributed to the presence of mineral montmorillonite, which has
an expanding lattice. Understanding the behaviour of expansive soil and adopting the appropriate control
measures have been great task for the geotechnical engineers. Extensive research is going on to find the
solutions to black cotton soils. There have been many methods available to controlling the expansive nature of
the soils. Treating the expansive soil with electrolytes is one of the techniques to improve the behaviour of the
expansive ground. Hence, in the present work, experimentation is carried-out to investigate the influence of
electrolytes i.e., potassium chloride, calcium chloride and ferric chloride on the properties of expansive soil.

KEYWORDS: Expansive soil, Calcium Chloride, Potassium Chloride, Ferric Chloride

I. INTRODUCTION
Expansive soil is one among the problematic soils that has a high potential for shrinking or swelling
due to change of moisture content. Expansive soils can be found on almost all the continents on the
Earth. Destructive results caused by this type of soils have been reported in many countries. In India,
large tracts are covered by expansive soils known as black cotton soils. The major area of their
occurrence is the south Vindhyachal range covering almost the entire Deccan Plateau. These soils
cover an area of about 200,000 square miles and thus form about 20% of the total area of India. The
primary problem that arises with regard to expansive soils is that deformations are significantly
greater than the elastic deformations and they cannot be predicted by the classical elastic or plastic
theory. Movement is usually in an uneven pattern and of such a magnitude to cause extensive damage
to the structures resting on them.
Proper remedial measures are to be adopted to modify the soil or to reduce its detrimental effects if
expansive soils are indentified in a project. The remedial measures can be different for planning and
designing stages and post construction stages. Many stabilization techniques are in practice for
improving the expansive soils in which the characteristics of the soils are altered or the problematic
soils are removed and replaced which can be used alone or in conjunction with specific design
alternatives. Additives such as lime, cement, calcium chloride, rice husk, fly ahs etc. are also used to
alter the characteristics of the expansive soils. The characteristics that are of concern to the design
engineers are permeability, compressibility and durability. The effect of the additives and the
optimum amount of additives to be used are dependent mainly on the mineralogical composition of
the soils. The paper focuses about the various stabilization techniques that are in practice for
improving the expansive soil for reducing its swelling potential and the limitations of the method of
stabilization there on.
Modification of BC soil by chemical admixture is a common method for stabilizing the swell-shrink
tendency of expansive soil [5]. Advantages of chemical stabilization are that they reduce the swell-
shrink tendency of expansive soils and also render the soils less plastic. Among the chemical

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International Journal of Advances in Engineering & Technology, Jan 2012.
©IJAET ISSN: 2231-1963
stabilization methods for expansive soils, lime stabilization is mostly adopted for improving the swell-
shrink characteristics of expansive soils. The reaction between lime and clay in the presence of water
can be divided in to two distinct processes [20]. The use of calcium chloride in place of lime, as
calcium chloride is more easily made into calcium charged supernatant than lime [40]. The
electrolytes like potassium chloride, calcium chloride and ferric chloride can be effectively used in
place of the conventionally used lime, because of their ready dissolvability in water and supply of
adequate cations for ready cation exchange ([55],[56],[42]).
Calcium chloride is known to be more easily made into calcium charged supernatant than lime an
helps in ready cation exchange reactions [44]. The CaCl2 might be effective in soils with expanding
lattice clays [33]. The stabilization to the in-situ soil using KOH solution was made and revealed that
the properties of black cotton soils in place can be altered by treating them with aqueous solution of
KOH [27]. The laboratory tests reveals that the swelling characteristics of expansive soils can be
improved by means of flooding at a given site with proper choice of electrolyte solution more so using
chloride of divalent or multivalent cations [19]. The influence of CaCl2 and KOH on strength and
consolidation characteristics of black cotton soil is studied [55] and found an increase in the strength
and reduction in the settlement and swelling. 5% FeCl3 solution to treat the caustic soda contaminated
ground of an industrial building in Bangalore [55]. In this work an attempt made to study the effect of
electrolytes like KCl, CaCl2 and FeCl3 on the properties of expansive soil.
The bibliography on stabilization of soil and calcium chloride giving its wide use in highways[58].
[30],[18], [53] has stated that CaCl2 enjoyed its wide use as dust palliative and frost control of
subgrade soil.
When lime stabilization is intended to modify the in-situ expansive soil bed it is commonly applied in
the form of lime piles ([24],[6],[23],[7],[1],[10],[65],[18],[51]) or lime slurry pressure injection
(LPSI) ([66],[63],[36],[58],[26],[9],[3],[59]).
Numerous investigators,([20], [34], [64], [43], [15], [41], [35], [45], [29], [37], [45], [4], [22], [2],
[31], [39], [32]), have studied the influence of lime, cement, lime-cement, lime-flyash, lime –rice-
husk-ash and cement – flyash mixes on soil properties, mostly focusing on the strength aspects to
study their suitability for road bases and subbasess. As lime and cement are binding materials, the
strength of soil-additive mixtures increases provided the soil is reactive with them. However, for
large-scale field use, the problems of soil pulverization and mixing of additives with soil have been
reported by several investigators ([20],[58],[9],[5],[44]).
It is an established fact that, whenever a new material or a technique is introduced in the pavement
construction, it becomes necessary to experiment it for its validity by constructing a test track, where
the loading, traffic and other likely field conditions are simulated. Several test track studies
([38],[49],[54],[50],[12],[25],[8],[14],[17],[52]), have been carried out in many countries to
characterize the pavement materials and to assess the effectiveness of remedial techniques developed
to deal with the problematic condition like freeze-thaw, expansive soil and other soft ground
problems.
Recent studies ( [60],[28]), indicated that CaCl2 could be an effective alternative to conventional lime
used due to its ready dissolvability in water and to supply adequate calcium ions for exchange
reactions. [13] Studied the use of KCl to modify heavy clay in the laboratory and revealed that from
engineering point of view, the use of KCl as a stabilizer appears potentially promising in locations
where it is readily and cheaply available. In the present work, the efficiency of Potassium Chloride
(KCl), Calcium Chloride (CaCl2) and Ferric Chloride (FeCl3), as stabilizing agents, was extensively
studied in the laboratory for improving the properties of expansive soil.
The experiences of various researchers in the field as well as laboratory chemical stabilization have
been presented briefly in the above section. Experimental study methodologies for laboratory are
presented in the following section.

II. EXPERIMENTAL STUDY

2.1. Soil
The black cotton soil was collected from Morampalem, a village nearer to Amalapuram of East
Godavari District in Andhra Pradesh in India. The physical properties of the soil are given in Table 1.

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International Journal of Advances in Engineering & Technology, Jan 2012.
©IJAET ISSN: 2231-1963
Table.1: Physical Properties of Expansive Soil
Property
Grain Size Sand (%) Silt (%) Clay (%)
Distribution 2 22 76
Liquid limit Plasticity Shrinkage
Atterberg Plastic limit (%)
(%) Index Limit (%)
Limits
85 39 46 12
Free Swell
Classification CH Specific Gravity 2.68 140 %
Index
Maximum Soaked
Dry Optimum moisture CBR of
Compaction Density Content (%) sample
2
properties (g/cc) prepared
at MDD
1.42 26.89
& OMC
Cohesion
Permeability Shear Strength Angle of internal friction
(C)
of the sample 1.89×10¯ ⁷ Parameters of the (ø)
(kg/cm²)
prepared at cm/sec sample prepared at
OMC & MDD OMC & MDD
0.56 20

2.2. Chemicals
Three chemicals of commercial grade, KCl, CaCl2 and FeCl3 are taken in this study. The quantity of
the chemical added to the expansive soil was varied from 0 to 1.5% by dry weight of soil.

2.3. Test Program

Electrolytes like KCl, CaCl2 and FeCl3 are mixed in different proportions to the expansive soil and the
physical properties like liquid limit, plastic limit, shrinkage limit and DFS of the stabilized expansive
soil are determined to study the influence of electrolytes on the physical properties of the expansive
soil. Then stabilized expansive soil with different percentage of electrolytes are tested for engineering
properties, like permeability, compaction, unconfined compressive strength and shear strength
properties to study the influence of electrolytes on expansive soil.
In this section the details of laboratory experimentation were presented. Analysis and discussion of
test results will be presented in the next section.

III. RESULTS AND DISCUSSION

3.1. Effect of Additives on Atterberg’s Limits
The variation of liquid limit values with different percentages of chemicals added to the expansive
soil is presented in the Fig. 1. It is observed that the decrease in the liquid limit is significant upto 1%
of chemical added to the expansive clay for all the chemicals, beyond 1% there is a nominal decrease.
Maximum decrease in liquid limit for stabilized expansive clay is observed with the chemical FeCl3,
compared with other two chemicals, KCl and CaCl2. Nominal increase in plastic limit of stabilized
expansive clay is observed with increase the percentage of the chemical (Fig. 2).
Fig. 3 shows the variation of plasticity index with the addition of chemicals to expansive clay. The
increase in the plastic limit and the decrease in the liquid limit cause a net reduction in the plasticity
index. It is observed that, the reduction in plasticity indexes are 26%, 41% and 48% respectively for 1
% of KCl, CaCl2 and FeCl3 added to the expansive clay. The reduction in plasticity index with
chemical treatment could be attributed to the depressed double layer thickness due to cation exchange
by potassium, calcium and ferric ions.
The variation of shrinkage limit with the percentage of chemical added to the expansive soil is
presented in the Fig. 4. With increase in percentage of chemical added to the expansive soil the
shrinkage limit is increasing. With 1.5 % chemical addition, the shrinkage limit of stabilized

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International Journal of Advances in Engineering & Technology, Jan 2012.
©IJAET ISSN: 2231-1963
expansive clay is increased from 12% to 15.1%, 15.4% and 16% respectively for KCl, CaCl2 and
FeCl3.
3.2. Effect of Additives on DFS
The variation of DFS of stabilized expansive clay with addition of different percentages of chemicals
is shown in the Fig.5. It is observed that the DFS is decreasing with increasing percentage of chemical
added to the expansive soil. Significant decrease in D.F.S. is recorded in stabilized expansive clay
with addition of 1% of chemical. The reductions in the DFS of stabilized expansive clay with
addition of 1% chemical are 40%, 43% and 47% for KCl, CaCl2 and FeCl3 respectively compared
with the expansive clay. The reduction in DFS values could be supported by the fact that the double
layer thickness is suppressed by cation exchange with potassium, calcium and ferric ions and with
increased electrolyte concentration.

90

85 Potassium
Chloride
Liquid Limit (%)

80 Calcium
Chloride

75 Ferric
Chloride

70

65

60
0 0.5 1 1.5
(%) Chemical

Fig.1: Variation of liquid limit with addition of percentage Chemical

42.5

42

41.5
Plastic Limit (%)

41
Potassium
40.5
Chloride
Calcium
40 Chloride
Ferric
39.5 Chloride

39

38.5
0 0.5 1 1.5 2
(%) Chemical
Fig.2: Variation of Plastic limit with addition of percentage Chemical

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International Journal of Advances in Engineering & Technology, Jan 2012.
©IJAET ISSN: 2231-1963
3.3. Effect of Additives on CBR
Fig. 6 shows the variation of CBR of stabilized expansive clay with addition of different percentages
of chemicals. It is can be seen that the CBR is increasing with increasing percentage of chemical
added to the expansive soil. Significant increase in CBR is recorded in stabilized expansive clay with
addition of chemical upto 1%, beyond this percentage the increase in CBR is marginal. The increase
in CBR values of stabilized expansive clay with addition of 1% chemical are 80%, 99% and 116% for
KCl, CaCl2 and FeCl3 respectively compared with the expansive clay. The increase in the strength
with addition of chemicals may be attributed to the cation exchange of KCl, CaCl2 & FeCl3 between
mineral layers and due to the formation of silicate gel. The reduction in improvement in CBR beyond
1% of chemicals KCl, CaCl2 & FeCl3, may be due to the absorption of more moisture at higher
chemical content.

50

45
Plasticity Index (%)

40
Potassium
35
Chloride
30 Calcium
Chloride
25 Ferric
Chloride
20

15
0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6
(%) Chemical

Fig.3: Variation of plasticity index with addition of percentage Chemical

17

16
Potassium
15 Chloride
Shrinkage Limit (%)

Calcium
14 Chloride
Ferric
13 Chloride

12

11

10
0 0.5 1 1.5 2
% of Chemical

Fig.4: Variation of shrinkage limit with addition of percentage Chemical

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International Journal of Advances in Engineering & Technology, Jan 2012.
©IJAET ISSN: 2231-1963

160

140

120
Potassium
DFS (%)

Chloride
100
Calcium
Chloride
80 Ferric Chloride

60

40
0 0.5 1 1.5 2
(%) Chemical

Fig. 5 Variation of DFS with addition of percentage Chemical

5
4.5
4
3.5
Potassium
3
CBR (%)

Chloride
2.5
Calcium
2 Chloride
1.5 Ferric
1 Chloride
0.5
0
0 0.5 1 1.5 2
% of chemical

Fig.6: Variation of CBR of stabilized expansive bed with percentage of Chemical

3.4. Effect of Additives on Shear Strength Properties

The unconfined compressive strength of the remoulded samples prepared at MDD and optimum
moisture content with addition of 0.5%, 1% and 1.5 % of chemicals, KCl, CaCl2 & FeCl3, to the
expansive soil are presented in the table 2. The prepared samples are tested after 1day, 7 days and 14
days. As expected, the unconfined compressive strength is increasing with time may be due chemical
reaction. It is observed that the unconfined compressive strength of the stabilized expansive soil is
increasing with increase in percentage of chemical added to the soil. The unconfined compressive
strength of stabilized expansive clay is increased by 133%, 171% & 230% when treated with 1%
chemical, of KCl, CaCl2 and FeCl3 respectively. The increase in the strength with addition of
chemicals may be attributed to the cation exchange of KCl, CaCl2 & FeCl3 between mineral layers and

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©IJAET ISSN: 2231-1963
due to the formation of silicate gel. The reduction in strength beyond 1% each of KCl, CaCl2 & FeCl3
may be due to the absorption of more moisture at higher KCl, CaCl2 & FeCl3 .
The undrained shear strength parameters of the remoulded samples prepared at MDD and optimum
moisture content with addition of 0.5%, 1% and 1.5 % of chemicals, KCl, CaCl2 & FeCl3, to the
expansive soil are presented in the table 3. The prepared samples are tested after 1day, 7 days and 14
days. Significant change in undrained cohesion and marginal change in angle of internal friction is
observed with addition of chemicals to the expansive clay. The increase in the shear strength
parameters with addition of chemicals may be attributed to the cation exchange of chemicals. The
shear strength parameters are increases upto 1 % chemical addition of above three chemicals, beyond
this percentage there is a considerable decrease is observed may be due to the absorbtion of more
moisture at higher chemical content.

Table: 2 Variation of Undrained compressive strength of stabilized expansive clay

Chemical added Percentage of Unconfined Compressive Strength (KPa)
to the soil Chemical added
to the soil
1 day 7 days 14days
Without chemical -- 92 -- --
KCl 0.5 130 175 188
1.0 170 185 215
1.5 125 160 180
CaCl2 0.5 135 200 215
1.0 175 215 250
1.5 128 184 207
FeCl3 0.5 140 245 256
1.0 181 270 304
1.5 132 223 248

Table: 3 Variation of Shear strength parameters with the addition of chemicals to the expansive clay
Chemical Percentage Unconfined Compressive Strength (KPa)
added to of
1 day 7 days 14days
the soil Chemical
added to Cohesion, Angle of Cohesion, Angle of Cohesion, Angle of
the soil
Cu (kg/cm2) internal Cu internal Cu (kg/cm2) internal
friction, (kg/cm2) friction, φ, friction,
φ, (Deg.) (Deg.) φ, (Deg.)
0
Without -- 0.56 2 -- -- -- --
chemical
KCl 0.5 0.61 70 1.11 50 1.28 70
1.0 0.72 50 1.23 40 1.32 40
1.5 0.65 60 1.15 40 1.26 40
CaCl2 0.5 0.70 70 1.21 50 1.30 40
1.0 0.78 60 1.32 50 1.38 30
1.5 0.77 60 1.27 40 1.34 30
FeCl3 0.5 0.89 60 1.26 40 1.33 30
1.0 0.96 40 1.35 30 1.46 30
1.5 0.93 30 1.30 40 1.38 30

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In this section the results of various tests carried out in the laboratory are discussed. Conclusions will
be discussed in the next section.

IV. CONCLUSIONS
The following conclusions can be drawn from the laboratory study carried out in this investigation.
It is observed that the liquid limit values are decreased by 57 %, 63% and 70% respectively for 1% of
KCl, CaCl2 and FeCl3 chemicals added to the expansive clay. Marginal increase in plastic limits is
observed with addition of chemical to the expansive clay. Decrease in plasticity index is recorded
with addition of chemical to the expansive soil. The shrinkage limit is increasing with 1.5 % chemical
addition; it is observed that the shrinkage limit of stabilized expansive clay is increased from 12% to
15.1%, 15.4% and 16% respectively for KCl, CaCl2 and FeCl3.
The DFS values are decreased by 40%, 43% and 47% for 1% of KCl, CaCl2 and FeCl3 treatments
respectively.
The CBR values are also increased by 80%, 103% and 116% respectively for 1% of KCl, CaCl2 and
FeCl3 treatment.
It is observed that the Significant change in undrained cohesion and marginal change in angle of
internal friction is observed with addition of chemicals to the expansive clay.
The UCS values are increased by 133%, 171% and 230% respectively for 1% of KCl, CaCl2 and
FeCl3 treatments for a curing period of 14 day

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Authors Biographies
P. Venkata Muthyalu is the post Graduate Student of Department of Civil Engg., University
College of Engineering, JNTUK, Kakinada, India.
India

K. Ramu is working as Associate Professor in Department of Civil Engineering, JNTU

College of Engineering, Kakinada, India. He has guided 15 M.Tech Projects & has 20
publications.

G.V.R. Prasada Raju is Professor of Civil Engineering and Director Academic Planning,
Planning,
JNTUK Kakinada, India. He is guiding 6 PhD scholars & 4 has been awarded the PhD. He has
guided 60 M.Tech Projects & has 97 publications.

148 Vol. 2, Issue 1, pp. 139-148