1st PHASE PROJECT REPORT ON

STABILIZATION OF SOIL USING LIME

Submitted in partial fulfillment for the award of degree of

BACHELOR OF ENGINEERING

IN

CIVIL ENGINEERING

VISVESVARAYA TECHNOLOGICAL UNIVERSITY BELAGAVI

UNDER THE GUIDANCE OF:

Dr. SUTAPA. HAZRA

Prof. Dept. of Civil Engineering, BMS College of Engineering.

DEPARTMENT OF CIVIL ENGINEERING

BMS COLLEGE OF ENGINEERING, BANGALORE-19
(Autonomous College Affiliated to VTU, Belagavi) DEC 2017
 STABILIZATION OF SOIL USING LIME

Presented by:
MD SAAD AFFAN 1BM13CV064

MD ASHFAQ HUSAIN 1BM14CV067

MD KASHIF ANWAR 1BM14CV068

SHREYAS V 1BM14CV110

PROJECT GUDIE: THE HOD:

Dr. SUTAPA HAZRA Dr. S.N. MAYANAIK

(PROF. DEPT. OF CIVIL ENGG) (PROF. AND HOD OF CIVIL ENGG)

 CONTENTS

1. ACKNOWLEDGEMENT

2. ABSTRACT

3. CHAPTER 1

I.INTRODUCTION

II.BRIEF HISTORY

4. CHAPTER 2

I.TYPES OF STABILIZATION

II.BLACK COTTON SOIL

III.LITERATURE REVIEW

IV.CONCLUSION ON THE REVIEW

5. CHAPTER 3

I.PREPARATION OF SAMPLES

II.TESTS TO BE CONDUCTED ON THE SOIL

6. REFERENCES
 ACKNOWLEDGEMENT

The satisfaction and euphoria that accomplished the successful

completion of any task would be incomplete without the people who
made it possible, whose constant guidance and encouragement crowned
out effort with success.

We take opportunity to express our deep sense of gratitude and respect to

our guide Dr. SUTAPA HAZRA, Professor, Department of Civil
Engineering, B.M.S College of engineering, for her valuable guidance.
We are greatly indebted to her help, which has been of immense value
and has played a major role in bringing this to a successful completion.

We express our heartfelt thanks to Dr. S. N. MAYANAIK, Professor and

Head of Department of Civil Engineering, B.M.S College of Engineering
for the help and encouragement. We express our heartfelt thanks to Dr.
K. MALLIKARJUNA BABU, Principal, B.M.S college of Engineering
for the help and encouragement.

We wish to express our sincere thanks to all the teaching and non-
teaching staff, Department of Civil Engineering, B.M.S College of
Engineering, for extending necessary assistance without which this
project would not been possible.

We would like to thank our family and friends for their constant support
and encouragement throughout our semester
 ABSTRACT

Soil stabilization is a general term for any physical, chemical, biological,

or combined method of changing a natural soil to meet an engineering
purpose. Improvements include increasing the weight bearing
capabilities, tensile strength, and overall performance of in-situ subsoils,
sands, and other waste materials. The main aim of this paper, therefore, is
to review the history, benefits, applications; and possible executive
problems of using different types of admixtures in soil stabilization
through reference to published scientific data. As well, predictive models
used will be discussed. In other words, this paper is going to investigate
why, how, when; and which admixtures have been used in soil
stabilization projects.
 CHAPTER 1
I. INTRODUCTION
Essentialness of soil stabilization:

Soil can often be regarded as a combination of four basic types: gravel,

sand, clay, and silt. It generally has low tensile and shear strength and its
characteristics may depend strongly on the environmental conditions (e.g.
dry versus wet). On the other hand, stabilization consists of incorporating
certain materials with some desired properties within other material,
which lack those properties. Therefore, soil stabilization is defined as a
technique to improve the engineering characteristics of soil in order to
develop the parameters such as shear strength, compressibility, density
and hydraulic-conductivity.

So, the primary purpose of stabilizing soil mass is to improve its stability,
to increase its bearing capacity, and to reduce settlements and lateral
deformation.

Different procedures of soil stabilization:

As it was mentioned, soil stabilization is a procedure where natural or
synthesized additives are used to improve the properties of soils. Several
stabilization methods are available for stabilizing problematic soils.
Therefore, the techniques of soil stabilization can be classified into a
number of categories with different points of view.

Unconventional methods of soil stabilization achieved by the

combination of randomly distributed with chemical admixtures such as
cement, lime and/or chemical resins.

Some of the methods may have the disadvantages of being ineffective

and/or expensive. So, new methods are still being researched to increase
the strength properties and to reduce the swell behaviors of problematic
soils. It is emphasized that admixture soil composites have recently
attracted increasing attention in geotechnical engineering for the second
time.
Admixtures and soil Stabilization
Definition:

The standard admixture-stabilized soil is defined as a soil mass that

contains randomly distributed, discrete elements, which provide an
improvement in the mechanical behavior of the soil composite.

Admixture stabilized soil behaves as a composite material in which

admixtures of relatively high tensile strength are embedded in a matrix of
soil. Shear stresses in the soil mobilize tensile resistance in the
admixtures, which in turn imparts greater strength to the soil.

Mainly, the use of random discrete admixtures mimics the behavior of

plant roots and contributes to the stability of soil mass by adding strength
to the near-surface soils in which the effective stress is low. In this way,
laboratory and some in situ pilot test results have led to encouraging
conclusions proving the potential use of fibers for the stabilization of soil
mass providing an artificial replication of the effects of vegetation.

II. BRIEF HISTORY

A comprehensive literature review shows that admixture soil composite
can be considered as a coin with two sides. One side includes the
randomly direct inclusion of admixture into the matrix, i.e. soil mass. It is
emphasized that the former concept is not as well known as the second,
not only in optimizing admixture properties, surface texture, etc.

The stabilization of soils has been performed for millennia. For instance,
the Mesopotamians and Romans separately discovered that it was
possible to improve the ability of pathways to carry traffic by mixing the
weak soils with a stabilizing agent like pulverized limestone or calcium.

Alternatively, the presence of plant roots is a natural means of

incorporating randomly oriented fiber inclusions in the soils. These plant
fibers improve the strength of the soils and the stability of natural slopes.
For example, ancient civilizations used straw and hay to reinforce mud
blocks in order to create reinforced building blocks. There are several
examples of reinforcing and stabilizing the soil like Great Wall of
China(earliest example of reinforced earth using branches of trees as
tensile elements), ziggurats of Babylon (woven mats of read were used),
etc.

In the modern history of soil stabilization, the concept and principle of

soil reinforcement was first developed by Vidal. He demonstrated that the
introduction of reinforcing elements and admixtures in a soil mass
increases the shear resistance of the medium. Consequently, efforts for
using fibrous materials, as mimicry of the past, were started. Since the
invention by Vidal in 1966, nearly 4000 structures have been built in
more than 37 countries so far using the concept of earth reinforcement
and stabilization

At final, it can be concluded that the concept of stabilizing soil with

different admixtures was originated in ancient times. However, synthetic
admixture soil composites have recently attracted increasing attention in
geotechnical engineering for the second time. Therefore, they are still a
relatively new technique in geotechnical projects.
 CHAPTER 2
I. TYPES OF SOIL STABILIZATION
There are mainly two types of stabilization. They are Chemical
stabilization and Mechanical stabilization.

1) CHEMICAL SOIL STABILIZATION:

One method of improving the engineering properties of soil is by adding

chemicals or other materials to improve the existing soil. This technique
is generally cost effective: for example, the cost, transportation and
processing of a stabilizing agent such as soil cement or lime to treat an in
place soil material is probably more economical than importing aggregate
for the same thickness of the base course.

Additives can be mechanical that is their load bearing properties bolster

the engineering properties of the soil. They can also be chemical that is
they react with or change the chemical properties of the soil thereby
changing the properties of the soil.

Additives used:

There are many kinds of additives available. Not all kinds of additives
work for all soil types and a single additive will perform differently with
different soil types. Generally an additive may be used to act as a binder,
alter the effect of moisture, increase the soil density or neutralize the
harmful effects of a substance in the soil. Following are some of the most
widely used additives:

 Portland cement
 Quick lime/hydrated lime
 Flyash
 Calcium chloride
 Bitumen
 o Quick lime/hydrated lime:
*Lime is used as an excellent soil stabilizing materials for highly active
soils which undergo through frequent expansion

and shrinkage.

*Lime acts immediately and improves various property of soil such as

carrying capacity of soil, resistance to shrinkage during moist conditions,
reduction in plasticity index, increase in CBR value and subsequent
increase in the compression resistance with the increase in time.

*The reaction is very quick and stabilization of soil starts within few
hours.

o Fly ash:
Class C fly ash and Class F-lime product blends can be used in numerous
geotechnical applications common with highway construction:

*To enhance strength properties

*Stabilize embankments

*To control shrink swell properties of expansive soils

*Drying agent to reduce soil moisture contents to permit compaction

Class C fly ash can be used as a stand-alone material because of its self-
cementitious properties. Class F fly ash can be used in soil stabilization
applications with the addition of a cementitious agent (lime, lime kiln
dust, CKD, and cement). The self-cementitious behaviour of fly ashes is
determined by ASTM D 5239. Fly ash has been used successfully in
many projects to improve the strength characteristics of soils. Fly ash can
be used to stabilize bases or subgrades, to stabilize backfill to reduce
lateral earth pressures and to stabilize embankments to improve slope
stability. Typical stabilized soil depths are 15 to 46 centimetres (6 to 18
inches). The primary reason fly ash is used in soil stabilization
applications is to improve the compressive and shearing strength of soils.

2) MECHANICAL SOIL STABILIZATION:

This refers to either compaction or the introduction of fibrous and other
non- biodegradable reinforcements to the soil. This practice does not
require chemical change of the soil. There are several methods used to
achieve mechanical stabilization.

(i) Compaction:

Compaction typically employs a heavy weight to increase the soil density

by applying pressure from above. Machines such as large soil compactors
with vibrating steel drums are often used for this purpose. Here over
compaction of the soil should be avoided and given great consideration
because in the case of over compaction, the aggregates get crushed and
the soil loses its engineering properties.

(ii) Soil Reinforcement:

Soil problems are sometimes remedied by engineered or non engineered

mechanical solutions. Geo-textiles and engineered plastic mesh are
designed to trap soils and help control erosion, moisture conditions and
soil permeability. Larger aggregates such as gravel, stones and boulders
are often employed where additional mass and rigidity can prevent soil
migration or improve load-bearing properties.

(iii) Addition of graded aggregate materials:

A common method of improving the engineered characteristics of a soil

is to add certain aggregates that lend desirable attributes to the soil such
as increased strength or decreased plasticity. This method provides
material economy, improves support capabilities of the subgrade and
furnishes a working platform for the remaining structure.

II. BLACK COTTON SOIL:

Black cotton soil is one of major soil deposits of India. They exhibit high
rate of swelling and shrinkage when exposed to changes in moisture
content and hence have been found to be most troublesome from
engineering consideration. The rate of montmorillonite is more in black
cotton soil which causes expansiveness and crack occurs in soil without
any warning which is dangerous for construction. Black cotton soils also
called “Regur” soils are generally clayey, deep and impermeable. These
soils expand and become sticky during rainy season and contract during
the dry season causing deep cracks into the soil. Chemically black soils
consist of lime, iron, magnesium, alumina and potash but they lack in
nitrogen, phosphorus and organic matter. Because of their capacity to
hold water, they are suitable for the cultivation of cotton hence called as
black cotton soil. A number of attempts (MEHRA and CHADDA, 1957;
UPPAL and BHATIA, 1958, etc.) have been made to improve the
engineering properties of the soil by stabilizing with lime.

PROPERTIES:

I. BULK DENSITY:

Black cotton soil shows high bulk density in dry condition and low value
at swollen stage. Depending on moisture condition bulk density of these
soils may be (1~2) gm/cm3 (Jewitt et al.)

II. pH:

Black cotton soils have consistent chemical properties and which are not
much influenced by their formation. The chemical tests on these soils of
Sudan, Ethiopia, India and many other regions of Australia and Africa
show that their pH varies within ranges of 7.5 ~ 8.5 (variation may be
region to region or within profiles with increase in depth).

III. ADSORPTION:
Montmorillonite is the key compound of black cotton soil which can
absorb large amount of water molecules. The adsorbed water takes place
their position between crystal sheets of montmorillonite which yields
large volume change due to absence and presence of water.

Ref: UPPAL AND CHADDA, 1967

III. LITERATURE REVIEW

Bell F.G.: (1996)
Lime stabilization of clay minerals and soils

Clay soil can be stabilized by the addition of small percentages, by

weight, of lime, thereby enhancing many of the engineering properties of
the soil and producing an improved construction material. In order to
illustrate such improvements, three of the most frequently occurring
minerals in clay deposits, namely, kaolinite, montmorillonite and quartz
were subjected to a series of tests. As lime stabilization is most often used
in relation to road construction, the tests were chosen with this in mind.
Till and laminated clay were treated in similar fashion. With the addition
of lime, the plasticity of montmorillonite was reduced whilst that of
kaolinite and quartz was increased somewhat. However, the addition of
lime to the till had little influence on its plasticity but a significant
reduction occurred in that of the laminated clay. All materials
experienced an increase in their optimum moisture content and a decrease
in their maximum dry density, as well as enhanced California bearing
ratio, on addition of lime. Some notable increases in strength and Young's
Modulus occurred in these materials when they were treated with lime.
Length of time curing and temperature at which curing took place had an
important influence on the amount of strength developed.

Buhler R.L and Cerato, Amy B.: (2007)

Stabilization of Oklahoma expansive soils using lime and class C fly
ash

This study uses lime and Class C fly ash, an industrial byproduct of
electric power production produced from burning lignite and
subbituminous coal, to study the plasticity reduction in highly expansive
natural clays from Idabel, Oklahoma. This study is important, especially
in Oklahoma, because most of the native soils are highly expansive and
cause seasonal damage to roadways and structures. The addition of lime
or fly ash helps to arrest the shrinkage and swelling behavior of soil. Four
soil samples with the same AASHTO classification (A-7-6) were used in
this study to show shrinkage variability within a soil group with the
addition of lime and Class C fly ash. The plasticity reduction in this study
was quantified using the linear shrinkage test. It was found that soils
classified within the same AASHTO group had varying shrinkage
characteristics. It was also found that both lime and fly ash reduced the
linear shrinkage, however, the addition of lime reduced the linear
shrinkage to a greater degree than the same percentage of Class C fly ash.
Even though it takes much less lime than fly ash to reduce the plasticity
of a highly expansive soil, it may be less expensive to utilize fly ash,
which is a waste product of electric power production. Lime also has a
lower unit weight than fly ash so weight percentage results may be
misleading.

Ghobadi, M. H. , Abdilor, Y., Babazadeh, R.: (2014)

Stabilization of clay soils using lime and effect of pH variations on

shear strength parameters

This paper presents the results of geotechnical and mineralogical

investigations on lime treated clay soils from Hamedan City, Iran, and
effects of pH variations on their shear strength parameters. Initially, lime
was added in different percentages and laboratory experiments were
conducted after curing times. The results indicate that these soils can be
stabilized satisfactorily with the addition of about 7% lime. Also,
investigation of the relationship between lime-treated geotechnical
properties and lime percentage and curing time demonstrates high
regression coefficients for the proposed relationships. Several laboratory
tests were performed on treated and untreated clay soils with lime mixed
with pore fluids with different pH values including 3, 5, 7 and 9. The
results of shear strength tests indicated that the undrained shear strength
parameters for untreated clays increased considerably if the pore fluid had
a high pH (pH = 9) or a low pH (pH = 3). It can also be found that for
lime-treated soils, maximum cohesion and friction angle values are
achieved at pH = 9.

Mehra, S. R. and Chadda, L. R.: (1957)

Some laboratory investigations for improving black cotton soil in

road construction

The aim of this paper is to utilize the Industrial waste such as fly ash &
lime for this purpose use of lime and fly ash on strengthening of subgrade
soil. In present investigation, black cotton soil is obtained from Almala
(Maharashtra). The basic tests like specific gravity, liquid limit, plastic
limit, free swell index, standard proctor test, California Bearing Ratio test
are carried out on raw black cotton soil and found a soil with low CBR
value which is very problematic for civil construction. So it is necessary
to increasing CBR value of soil by improving properties of sub grade soil
using Lime and Fly ash with different proportions as 2%, 4 %,
6% ,8%,10%,12% and 14% by dry weight of soil. Use of this industrial
waste improves the subgrade strength of weak soil. Hence there is a value
addition to these industrial wastes serving the three benefits of safe
disposal of effluent, using as a stabilizer and return of income on it.

Osinubi, K.J., Ijimdiya,T.S. And Nmadu, I.: (2009)

Lime stabilization of black cotton soil using bagasse ash as admixture

Laboratory studies to investigate the effect of Bagasse Ash (BA)

admixture on the engineering properties of lime treated black cotton soil
was carried out. Black cotton soil is classified as A-7-6 or CH
respectively. Bagasse ash is obtained from burning the fibrous residue
from the extraction of sugar juice from sugarcane. The results obtained
show that the moisture density relationship follows a trend of increasing
optimum moisture content (OMC)/decreasing maximum dry density
(MDD) at the Standard Proctor compaction energy. California bearing
ratio (CBR) values obtained are lower than the 80% CBR criterion for
untreated base course materials. The peak CBR value obtained was 31%
at 8 %lime/ 4%BA. This value meets the recommended criteria for
subgrade materials. The Unconfined compressive strength (UCS) at 7
days is lower than the 1034.25kN/m2 evaluation criterion for adequate
lime stabilization. On the basis of the soaked CBR and durability values,it
is recommended that black cotton soil can be stabilized for road
construction using a 8 % lime/ 4 % BA blend of admixture at standard
proctor compaction. However, due to the relative high cost of lime and
large quantity that shall be required to achieve stabilization, further study
and consideration should therefore be given to the use another additive
such as cement to augment and lower the percentage of lime and thus the
cost of stabilization.

Sabde, P.U. And Damgir, R.M.: (2017)

Use of Lime and Fly Ash on Strengthening of Sub Grade Soil

In India there are about 82 thermal power plants, which are currently
producing about 100 million tons of fly ash per annum, But the creation
of waste from these thermal power plants are not disposed properly. This
creates adverse effects on the environment such as air pollution, water
pollution, which effect on human health. Hence the proper disposal of
such waste becomes necessary for ecosystem and it became challenges
for engineers. The aim of this paper is to utilize the Industrial waste such
as fly ash & lime for this purpose use of lime and fly ash on strengthening
of subgrade soil. In present investigation, black cotton soil is obtained
from Almala (Maharashtra). The basic tests like specific gravity, liquid
limit, plastic limit, free swell index, standard proctor test, California
Bearing Ratio test are carried out on raw black cotton soil and found a
soil with low CBR value which is very problematic for civil construction.
So it is necessary to increasing CBR value of soil by improving
properties of sub grade soil using Lime and Fly ash with different
proportions as 2%, 4 %, 6%, 8%, 10%, 12% and 14% by dry weight of
soil.

Samuel A O.: (1977)

The potentials of lime stabilization of lateritic soils

The paper reviews lime stabilization of lateritic soils and shows that all
Nigerian lateritic soils from A-1-a soil to A-7-6 soil used in the
investigation, improved their engineering characteristics substantially by
the addition of lime. The plasticity indices of the soils were reduced
whereas the plastic limits increased; the liquid limits increased slightly,
the maximum dry density decreased and the optimum moisture content
increased. From the results of Durability and CBR tests, only the A-1 soil
and A-2 soil have any potential as competent base materials and
consequently only these require any further field tests. 6% lime is
recommended for these field tests. The other soils that do not qualify for
bases may be utilized as sub-base materials

Sivapullaiah, P. V. , Sridharan, A . and Bhaskar Raju, K. V.: (2000)

Role of amount and type of clay in the lime stabilization of soils

The effect of quantity of lime and duration of curing on the basic

properties of a black cotton soil has been studied in this paper. The
optimum lime content was found to be 6%. To investigate the role of clay
content, black cotton soil containing different amounts of clay size
fractions was also cured with 6% lime and the properties studied. To
study the effect of type of clay mineral, commercially available kaolinite
has also been mixed with 6% lime and the properties studied.
Immediately on addition of lime, the liquid limit of black cotton soil
decreases, but it increases with increase in duration of curing for any
percentage of lime. These changes have been explained by changes in the
thickness of the diffuse double layer and associated fabric changes.
Studies on the changes in the properties of plastic limit, shrinkage limit
and free swell index on lime addition help us to understand the
controlling mechanisms. The effect of the double layer increases for
montmorillonitic soils with increasing clay content, while fabric change
controls the behavior of black cotton soil with lesser clay content. The
changes in properties of kaolinite are less pronounced than those in
montmorillonitic clays on treatment with lime

Uppal, H.L. and Chadda, L.R.: (1967)

Physico-chemical changes in the lime stabilization of black cotton soil

(india)

The paper describes the physical and chemical changes involved in the
process of stabilization of Indian black cotton soils with lime. Mechanical
analyses of clay-lime stabilized mixtures indicate that with small
concentrations of lime, clay particles (less than 0.002 mm) only reacted to
aggregate into particles of a larger size (0.02–0.05 mm). With the
addition of more lime, the particles previously aggregated react further to
form particles of a size larger than 0.075 mm. Some preliminary work on
the chemistry of lime stabilization of black cotton soil indicates that the
aggregation of clay particles with calcium hydroxide is very intimately
connected with the hydroxyl groups. Similar behavior is observed for
other alkaline earth metals falling under group IIA of the periodic
classification.
IV. CONCLUSION FROM THE LITERATURE REVIEW:
 From the above review of literature, it has been found that a good
amount of work has been done on soil stabilization in order to
improve the soil stability by using admixtures.
 Many works have been done using admixtures like lime and fly ash
separately and also mixing them both.
 In our phase two project we are trying to improve the soil stability
by using combination of easily available admixtures with varying
percentages of both the admixtures.
 We will be using black cotton soil to conduct the experiments.

CHAPTER 3
 I. STABILIZATION WITH LIME
Lime stabilization is done by adding lime to soil. This is useful for the
stabilization of clayey soil. When lime reacts with soil there is exchange
of cations in the adsorbed water layer and a decrease in the plasticity of
the soil occurs. The resultant material is more friable than the original
clay, and is more suitable as subgrade. Lime is produced by burning of
limestone in kiln. The quality of lime obtained depends on the parent
material and the production process. And there are basically 5 types of
limes

1. High calcium, quick lime [CaO]

2. Hydrated high calcium lime [Ca(OH)2]

3. Dolomitic lime [CaO+MgO]

4. Normal, hydrated Dolomitic lime [Ca(OH)2+MgO]

5. Pressure, hydrated dolomitic lime [Ca(OH)2+MgO2]

The two primary types of lime used in construction today are

quicklime(calcium oxide) and hydrated lime (calcium hydroxide).Heating
limestone at elevated temperatures produce quick lime and addition of
water to quick lime produces hydrated lime.

Equation shows the reaction that occurs when limestone is heated to

produce quick lime with carbon dioxide produced as by-product.

CaCO3+heat CaO+CO2
Addition of water to quick lime produces hydrated lime along with heat
as by product:

CaO+H2O Ca(OH)2+Heat
For stabilization with lime, soil conditions and mineralogical properties
have a significant effect on the long term strength gain.

Mechanism:
For soil stabilization with lime, soil conditions and mineralogical
properties have a significant effect on the long-term strength gain. A
puzzolanic reaction between silica and alumina in the clay particles and
calcium from the lime can form a cemented structure that increases the
strength of the stabilized soil. Residual calcium must remain in the
system to combine with the available silica or alumina to keep the pH
high enough to maintain the puzzolanic reaction. Soil that should be
considered for lime treatment include soils with a PI that exceeds 10 and
have more than 25 percent passing the #200 sieve.

In lime stabilization the liquid limit of soil generally decreases but the
plastic limit increases. Thus the plasticity index of the soil decreases. The
strength of the lime stabilized soil is generally improved. It is partly due
to the decrease in the plastic properties of the soil and partly due to the
formation of cementing material. Increase in the unconfined compressive
strength is as high as 60 times. The modulus of elasticity of the soil also
increases substantially.

Addition of lime causes a high concentration of calcium ions in double

layer. It causes a decrease in the tendency of attraction of water.
Consequently, the resistance of soil to water absorption, capillary rise and
volume changes on wetting or drying is substantially increased. The lime-
stabilized bases or sub bases form a water resistant barrier which stops
penetration of rain water. There is an increase in optimum water content
and a reduction in maximum density. In swampy areas where the water
content is above the optimum, application of lime to soil helps in drying
of soil. Cyclic freezing and thawing can causes a temporary loss of
strength, but because of subsequent healing action, there is no loss of
strength in long run. Construction methods used in lime stabilization

Cyclic freezing and thawing can causes a temporary loss of strength, but
because of subsequent healing action, there is no loss of strength in long
run. Construction methods used in lime stabilization are similar to those
used in cement stabilization.

II. TEST TO BE CONDUCTED

Specific gravity of the soil: (Ref: IS 2720 PART II)
The specific gravity of soil is the ratio between the weight of the soil
solids and weight of equal volume of water. It is measured by the help of
a volumetric flask in a very simple experimental setup where the volume
of the soil is found out and its weight is divided by the weight of equal
volume of water. It is an important weight-volume property that is helpful
in classifying soils and in finding other weight-volume properties like
void ratio, porosity, and unit weight

Sieve Analysis: (Ref: IS 2720 PART IV)

A sieve analysis (or gradation test) is a practice or procedure used
(commonly used in civil engineering) to assess the particle size
distribution (also called gradation) of a granular material. The size
distribution is often of critical importance to the way the material
performs in use. A sieve analysis can be performed on any type of non-
organic or organic granular materials including sands, crushed rock,
clays, granite, feldspars, coal, soil, a wide range of manufactured
powders, grain and seeds, down to a minimum size depending on the
exact method.

Atterberg limits: (Ref: IS 2720 PART V)

The Atterberg limits are a basic measure of the critical water contents of a
fine-grained soil: its shrinkage limit, plastic limit, and liquid limit. These
distinctions in soil are used in assessing the soils that are to have
structures built on. Soils when wet retain water and some expand in
volume
Proctor compaction test: (Ref: IS 2720 PART VII)
It is the process of densification of soil by reducing air voids. The degree
of compaction of a given soil is measured in terms of its dry density. The
dry density is the maximum at the water content. A curve is drawn
between the water content and the dry density to obtain the maximum dry
density and the optimum water content. This experiment gives a clear
relationship between the dry density of the soil and the moisture content
of the soil Direct shear test This test is used to find out the cohesion (c)
and the angle of internal friction (φ) of the soil, these are the soil shear
strength parameters. The shear strength is one of the most important soil
properties and it is required whenever any structure depends on the soil
shearing resistance.

Unconfined compression test: (Ref: IS 2720 PART X)

This experiment is used to determine the unconfined compressive
strength of the soil sample which in turn is used to calculate the
unconsolidated, un-drained shear strength of unconfined soil. The
unconfined compressive strength (qu) is the compressive stress at which
the unconfined cylindrical soil sample fails under simple compressive test

California Bearing test ratio: (Ref: IS 2720 PART XVI)

It is the ratio of force per unit area required to penetrate a soil mass with
standard circular piston at the rate of 1.25 mm/min. to that required for
the corresponding penetration of a standard material. The California
Bearing Ratio Test (CBR Test) is a penetration test developed by
California State Highway Department (U.S.A.) for evaluating the bearing
capacity of subgrade soil for design of flexible pavement. Tests are
carried out on natural or compacted soils in water soaked or un-soaked
conditions and the results so obtained are compared with the curves of
standard test to have an idea of the soil strength of the subgrade soil.
 REFERENCES
• Bell, F.G. (1996). “Lime stabilization of clay minerals and soils”,
Engineering Geology, Elsevier, Vol. 42, pp. 223-237.

• Buhler, R.L and Cerato, Amy B. (2007). “Stabilization of

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