EXPERIMENTAL INVESTIGATION ON CALIFORNIA BEARING RATIO FOR MECHANICALLY STABILIZED EXPANSIVE SOIL USING WASTE RUBBER TYRE CHIPS

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International Journal of Civil Engineering and Technology (IJCIET)
Volume 6, Issue 11, Nov 2015, pp. 97-110, Article ID: IJCIET_06_11_011
Available online at
http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=6&IType=11
ISSN Print: 0976-6308 and ISSN Online: 0976-6316
© IAEME Publication
___________________________________________________________________________
EXPERIMENTAL INVESTIGATION ON
CALIFORNIA BEARING RATIO FOR
MECHANICALLY STABILIZED
EXPANSIVE SOIL USING WASTE RUBBER
TYRE CHIPS
Phani Kumar Vaddi
Assistant Professor, Dept. of Civil Engineering,
Gudlavalleru Engineering College, Gudlavalleru, Krishna Dt, A. P
D. Ganga
P. Swathi Priyadarsini
Ch. Naga Bharath
ABSTRACT
Soil stabilization is any process which improves the physical properties of
soil, such as increasing shear strength, bearing capacity etc. which can be
done by use of controlled compaction or addition of suitable admixtures like
cement, lime and waste materials like phosphogypsum, etc. The cost of
introducing these additives has also increased in recent years which opened
the door widely for the development of other kinds of soil additives such as
plastics, bamboo, fly ash etc. This new technique of soil stabilization can be
effectively used to meet the challenges of society, to reduce the quantities of
waste, producing useful material from non-useful waste materials.
This paper involves the detailed study on the possible use of waste rubber
tyre chips and lime for soil stabilization. The analysis was done by conducting
wet sieve analysis, compaction test and CBR by replacing the soil with lime
and waste rubber tyre chips. The optimum percentage of waste rubber tyre
chips and lime in soil was found out by California Bearing Ratio Test. The

Phani Kumar Vaddi, D. Ganga, P. Swathi Priyadarsini and Ch. Naga Bharath
amount of waste rubber tyre chips has significant effect on the enhancement of
strength of the soil.
Many methods exist today, which utilize mainly CBR test values for
designing pavement thickness requirement. Inorder to decrease the thickness
of pavement we are going to increase the CBR value by stabilizing the soil
with waste materials like lime and waste rubber tyre chips, which decreases
the cost of laying of pavements.
From the results of this paper the CBR values are increasing with increase
in the replacement of soil with lime and waste rubber tyre chips up to certain
limit and there after decreases. The percentage at which the maximum value
of CBR is obtained is known as Optimum percentage of lime and waste rubber
tyre chips. The optimum percentage of lime is 4% and the optimum percentage
waste rubber tyre chips is 6%.
Key words: Compaction, CBR, Liquid Limit, Plasticity Index, Expansive Soil
and Waste Rubber Tyre.
Cite this Article: Phani Kumar Vaddi, D. Ganga, P. Swathi Priyadarsini and
Ch. Naga Bharath, Experimental Investigation On California Bearing Ratio For
Mechanically Stabilized Expansive Soil Using Waste Rubber Tyre Chips.
International Journal of Civil Engineering and Technology, 6(11), 2015, pp. 97-
110.
http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=6&IType=11
1. INTRODUCTION
Lime was widely used in the 1970s and 1980s for soil stabilization in the construction
of many of Belgium’s motorways. Nowadays, the use of lime to improve the
characteristics of silt and clay soils is still in full development. The addition of lime to
improve the strength and other desirable properties of soil is not a new technology.
It’s earliest documented use can be traced back to Roman times, when lime was used
to construct the Appian Way. The technology became more prevalent in the early 20th
century, when the growth in motorized vehicles created the need for more stable,
longer lasting roadways. At that time, bagged hydrated lime was mixed into the soil
using farm equipment (disking operations). This practiced continued through the early
days of Interstate highway construction in the U.S.
Solid waste management is one of the major environmental concerns worldwide.
In India, the scrap tyres are being generated and accumulated in large volumes
causing an increasing threat to the environment. In order to eliminate the negative
effect of these depositions and in terms of sustainable development, there is great
interest in the recycling of these non-hazardous solid wastes. The potential of using
rubber from worn tyres in many civil engineering works has been studied for more
than 30 years. Applications where tyres can be used have proven to be effective in
protecting the environment and conserving natural resources. In recent times with the
increase in the demand for infrastructure and feasible foundation design in not
applicable due to poor bearing capacity of ground soil stabilization has started to take
a new shape.

Experimental Investigation On California Bearing Ratio For Mechanically Stabilized
Expansive Soil Using Waste Rubber Tyre Chips
2. EXPERIMENTAL INVESTIGATIONS
2.1. Materials used
2.1.1. Soil
The soil used in the present investigation, is obtained from the place near
Gudlavalleru, Krishna district. The required amount of soil is collected from the trial
pits at a depth of 2m below the ground level, since the top soil is likely to contain
organic matter and other foreign materials. Sufficient care has been taken to see that
the collected soil sample is fairly homogeneous. The soil so obtained is air dried,
crushed with wooden mallet and passed through 4.75mm sieve. This soil so obtained
is kept in polythene bags for further testing.
The index properties of the soil are given in the Table 1. The “soil” is classified as
“CH” as per I.S. classification (I.S. 1498:1970) indicating that it is “clay of high
plasticity”.
Table 1 Properties of the Untreated Soil
S.No. Property Soil
1 Gravel % 0
2 Sand % 8
3 Silt + Clay % 92
4 Liquid limit % 94.33
5 Plastic limit % 49.33
6 Plasticity index % 45
7 Differential free swell index % 123.94
8 IS Classification CH
9 Maximum dry density KN/m3
13.48
10 Optimum moisture content % 33.5
11 C.B.R% 4.88
12 Specific Gravity 2.72
2.1.2. Lime
Lime used in this investigation, has been obtained from the stores, which is located at
Kakinada, Andhra Pradesh, India. The Chemical Composition of lime is presented in
Table2.
TABLE 2 Chemical Composition of the Lime
Property Value
Cao 91%
Mgo 7%
2.1.3. Rubber Tyre Chips
The waste Rubber Tyre Chips are obtained from Auto Nagar in Gudivada, Krishna
district. The waste Rubber Tyre Chips, added to the soil was considered a part of the
solid fraction in the void solid matrix of the soil. The content of the waste Rubber
Tyre Chips are defined here in as the ratio of weight of plastic to the weight of dry
Expansive Soil. The tests were conducted at various waste Rubber Tyre Chips
contents of 2%, 4%, 6%, 8% and 10%.

3. PROCEDURE FOR MIXING
In order to meet the objectives of the present investigation a total of three series of
tests are conducted on soils as given below.
3.1. First Series of Tests
The first series of tests are aimed at studying the classification, compaction and CBR
behaviour of Expansive Soil in natural conditions. Table 3 gives the various types of
tests which are conducted for soil in laboratory.
Table 3 Details of 1st
series of tests conducted
S.No. Type of Soil Tests conducted
1. Expansive Soil
Atterberg Limits, Wet sieve analysis, Differential Free
Swell Index, Light Compaction test and CBR TEST
3.2. Second Series of Tests (Determination of Optimum Lime)
The second series of tests are aimed at determining Optimum “Lime” from the view
point of compaction characteristics and CBR characteristics. Lime is mixed with the
Expansive soil in different proportions and tests are conducted as per the details
presented in Table 4.
Table 4 Details of 2nd
S.No. Soil mixtures Tests conducted
1. Expansive soil +2%Lime
Compaction test and CBR test.2. Expansive soil +4%Lime
3. Expansive soil +6%Lime
3.3. Third Series of Tests (Influence of optimum Waste Rubber Tyre
Chips)
The third series of tests are aimed at studying the influence of optimum waste Rubber
Tyre Chips on compaction and CBR behaviour of Expansive Soils treated with
optimum Lime. The optimum Lime obtained from second series of tests is used in this
series of tests and the tests are conducted on those soils with various proportions of
waste Rubber Tyre Chips. All the tests were conducted after addition of waste Rubber
Tyre Chips. The details of third series of tests conducted are shown in Table 5.
Table 5 Details of 3rd
S.No. Soil mixture
% waste Rubber Tyre
Chips added
Tests conducted
1.
Expansive Soil +
Optimum Lime
2
Compaction Test and
CBR test.
2. 4
3. 6
4. 8
5. 10

4. TESTS CONDUCTED ON TREATED SOIL
The following tests have been conducted in this investigation.
4.1. Wet Sieve Analysis
The soil sample is soaked in a bucket of water for 2 to 3 hours, after that the sample is
taken into 4.75mm sieve and it is placed under the pump or tap with forced water then
the sample retained on 4.75mm sieve is taken out and placed it in an oven for drying,
after that we have to done the Grain Size Analysis as per IS part IV (1985). Based on
those results we can classify the soil.
4.2. Liquid Limit
This test is conducted as per IS 2720 (Part V)-1985. Brief description of the test
procedure is given below. An air dried soil sample (about 250 g) passing the 425
micron sieve is mixed with distilled water. The soil sample is filled in the metal cup
and the surface struck off level. The cone is lowered to just touch the surface of soil
and then released for a period of 5 seconds. The penetration is measured.
The cone is lifted and cleaned and the depression in the soil surface is filled up by
adding a little more wet soil. The test is repeated. If the difference between the two
measured penetrations is less than 0.5 mm, the tests are considered valid. The average
penetration is noted and the moisture content of the soil is determined. The test is
repeated at least 4 times with increasing moisture contents. The moisture contents
used inthe tests should be such that the penetrations obtained lie within a range of 15
to 35 mm.
4.3. Plastic limit
Air-dried soil samples have been used for this test. The soil fraction passing the 425µ
sieve is taken for the test. About 30gm of soil is taken in an evaporating dish and
thoroughly mixed with distilled water till it becomes plastic and it becomes easily
moulded with fingers. About 10gm of the plastic soil mass is taken in one hand and a
ball is formed. The ball is rolled with fingers on a glass plate to form a soil thread of
uniform diameter of about 3mm approximately without crumbling. The rate of rolling
is kept about 80 to 90 strokes / min. The test is repeated taking a fresh sample each
time. The plastic limit is taken as the average of three values.
4.4. Plasticity index
‘Plasticity Index’ is the range of water content over which the soil remains in the
plastic state. It is equal to difference between the liquid limit and plastic limit. Thus
Plasticity Index (Ip) = Liquid limit (L.L) – Plastic limit (P.L)
4.5. Differential Free Swell Index
This test is performed by pouring slowly 10 grams of dry soil passing through 425
micron sieve, in two different 100 cc glass jars filled with distilled water, kerosene.
The swollen volume of expansive soil, was recorded as per IS 2720 part 40(1985).
‫ܫܵܨܦ‬ =
ܸଵ − ܸଶ
Vଵ
ܺ100

Where
V1 = Volume of the soil specimen read from the graduated cylinder containing
distilled water.
V2 = Volume of the soil specimen read from the graduated cylinder containing
kerosene.
4.6. Standard Proctor Compaction Test
This test is conducted as per IS 2720 (Part VIII)-1983. Brief description of the test
procedure is given below. The Standard Proctor Mould is cleaned, dried and greased
lightly. The mass of the empty mould with the base plate, but without collar, is taken.
The collar is then fitted to the mould. The mould is placed on a Solid Base & filled
with fully matured soil to about 1/3 rd its height. The Soil is compacted by 25 blows
of the rammer with a free fall of 310mm. The blows are evenly distributed over the
surface. The soil surface is scratched with a spatula before the second layer is placed.
The mould is filled to about 2/3rd
height with the soil and compacted again by 25
blows. Likewise, the third layer is placed & compacted. The third layer should project
above the top of the mould into the collar by not more than 6mm.
The mass of the mould, base plate & the compacted soil is taken, and thus the
mass of the compacted soil is determined. The Bulk Density of the soil is computed
from the mass of compacted soil & the volume of the mould. Representative soil
samples are taken from the bottom middle & top of the mould for determining the
water content. The Dry Density is computed from the bulk density &water content.
A Compaction Curve is plotted between the water content as abscissa &
corresponding dry density as ordinate. The water content corresponding maximum
dry density is called as Optimum Moisture Content.
4.7. California Bearing Ratio (CBR) Test
The CBR test is conducted on soil sample prepared at O.M.C and M.D.D as per IS:
2720 – Part XVI and the california bearing ratio laboratory apparatus. The load is
applied by loading frame through a plunger of 50mm diameter on the specimen in the
mould compacted to Maximum Dry Density @ Optimum Moisture content. Dial
gauges are used for the measurement of penetration.
The mixing was done manually and the CBR mould is cleaned, dried and greased
lightly. The mix is placed in the mould in three layers, each layer is compacted by 25
blows of rammer with a free fall of 310mm. After compacting the third layer the
mould is placed in CBR apparatus under the plunger for conducting the test. The test
consists of causing the plunger to penetrate the specimen at the rate of 1.25 mm per
minute. The loads required for penetration of 2.5mm & 5mm are recorded by the
proving ring attached to the plunger. The Load is expressed as a percentage of
Standard Load at the respective deformation level and is known as California Bearing
Ratio (CBR) Value.
The CBR Value is determined corresponding to both 2.5mm & 5mm Penetration
and the greater value is used for design purpose.
‫ܴܤܥ‬ሺ%ሻ =
ܶ݁‫݀ܽ݋ܮ ݐݏ‬
ܵ‫݀ܽ݋ܮ ݀ݎܽ݀݊ܽݐ‬
× 100

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Penetration, mm
5. RESULTS AND DISCUSSI
5.1. FIRST SERIES (ONLY
The first Series of tests are aimed at studying the influence on compaction and
California bearing ratio characteristics of expansive soil. Fig.
details of expansive soil.
Fig
Figure 2
Figure
ET/index.asp 103 editor@iaeme.com
Penetration, mm Standard load, kg
2.5 1370
5.0 2055
RESULTS AND DISCUSSIONS
(ONLY EXPANSIVE SOILS)
of tests are aimed at studying the influence on compaction and
California bearing ratio characteristics of expansive soil. Fig. 1 to 3 gives the test
Figure 1 Liquid Limit of Expansive Soil
Figure 2 Compaction Curve of Expansive Soil
ure 3 CBR Behaviour Curve of Expansive Soil
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of tests are aimed at studying the influence on compaction and
3 gives the test

5.2. SECOND SERIES (INFLUENCE OF LIME)
The second Series of tests is aimed at studying the influence of lime on compaction
and California bearing ratio characteri
mixed with lime. Fig. 4 to 8
Figure 4 Compaction Curve of Expansive Soil with Lime
Table 6 Optimum Moisture Content of Expansive Soil With Lime
LIME (%)
0
2
4
6
Table 7 Maximum Dry Density of Expansive Soil With Lime
LIME (%)
0
2
4
6
Figure 5 Behaviour of Optimum Moisture Content with Lime
(INFLUENCE OF LIME)
of tests is aimed at studying the influence of lime on compaction
and California bearing ratio characteristics of expansive soils. The expansive soils are
lime. Fig. 4 to 8 gives the test details on soil-lime mixtures.
Compaction Curve of Expansive Soil with Lime
Optimum Moisture Content of Expansive Soil With Lime
Optimum moisture
content (%)
Percent increase in Optimum
moisture content
33.5 0
34.2 2.05
34.8 3.88
37.7 12.54
Maximum Dry Density of Expansive Soil With Lime
Maximum Dry Density
(g/cc)
Percent variation in Maximum
Dry Density
1.348 0
1.462 8.45
1.314 2.52
1.218 9.64
Behaviour of Optimum Moisture Content with Lime
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of tests is aimed at studying the influence of lime on compaction
stics of expansive soils. The expansive soils are
lime mixtures.
Optimum Moisture Content of Expansive Soil With Lime
Percent increase in Optimum
moisture content
12.54
Maximum Dry Density of Expansive Soil With Lime
Percent variation in Maximum
Dry Density
Behaviour of Optimum Moisture Content with Lime

Figure 6 Behaviour of Maximum Dry Density with Lime
Figure 7
Figure 8
Table 8
LIME (%)
0
2
4
6
Behaviour of Maximum Dry Density with Lime
Figure 7 Variation of CBR with Lime
Figure 8 Behaviour of CBR with Lime
Table 8 CBR of Expansive Soil with Lime
CBR (%) Percent variation in CBR
4.88 0
10.3 111.1 0
17.38 256.14
8.15 66.80
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Percent variation in CBR
111.1 0
256.14
66.80

5.3. THIRD SERIES (INFLUENCE OF RUBBER TYRE CHIPS)
The third Series of tests is aimed at studying the influence of waste rubber
on compaction and California bearing ratio characteristics of expansive soils. The
optimum lime obtained from second series of tests is used in this series of tests and
the tests are conducted on soil on which second series of tests were conduc
Expansive soils treated with lime are mixed with rubber tyre chips in
proportions. Fig. 9 to 13 gives the test details of rubber tyre chips.
Figure 9 Compaction Curve of Expansive Soil with Optimum Lime and Waste Rubber Tyre
Table 9 Optimum Moisture Content of Expansive Soil With Optimum Lime And Waste
Waste rubber tyre
chips (%)
0
2
4
6
8
Table 10 Maximum Dry Density of Expansive Soil With Optimum Lime And Waste Rubber
LIME (%)
0
2
4
6
8
(INFLUENCE OF RUBBER TYRE CHIPS)
of tests is aimed at studying the influence of waste rubber
the tests are conducted on soil on which second series of tests were conduc
Expansive soils treated with lime are mixed with rubber tyre chips in
gives the test details of rubber tyre chips.
Compaction Curve of Expansive Soil with Optimum Lime and Waste Rubber Tyre
Chips
Optimum Moisture Content of Expansive Soil With Optimum Lime And Waste
Rubber Tyre Chips
Optimum moisture
content (%)
Percent decrease in Optimum
moisture content
34.8 0
33.5 3.74
32.8 5.74
32.3 7.18
32.1 7.76
Maximum Dry Density of Expansive Soil With Optimum Lime And Waste Rubber
Tyre Chips
Maximum Dry Density
(g/cc)
Percent increase in Maximum
Dry Density
1.314 0
1.420 8.07
1.490 13.39
1.540 17.20
1.570 19.48
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(INFLUENCE OF RUBBER TYRE CHIPS)
of tests is aimed at studying the influence of waste rubber tyre chips
the tests are conducted on soil on which second series of tests were conducted.
Expansive soils treated with lime are mixed with rubber tyre chips in different
Compaction Curve of Expansive Soil with Optimum Lime and Waste Rubber Tyre
Optimum Moisture Content of Expansive Soil With Optimum Lime And Waste
Percent decrease in Optimum
moisture content
0
3.74
5.74
7.18
7.76
Maximum Dry Density of Expansive Soil With Optimum Lime And Waste Rubber
Percent increase in Maximum
Dry Density
0
8.07
13.39
17.20
19.48

Figure 10 Behaviour of Optimum Moisture Content
Figure 11 Behaviour of Maximum Dry Density with with Rubber Tyre Chips
Figure 12
viour of Optimum Moisture Content with Rubber Tyre Chips
Behaviour of Maximum Dry Density with with Rubber Tyre Chips
Figure 12 Variation of CBR with Rubber Tyre Chips
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with Rubber Tyre Chips
Behaviour of Maximum Dry Density with with Rubber Tyre Chips

Figure 13
Table 11 CBR Of Expansive S
LIME (%)
0
2
4
6
8
6. SUMMARY AND CONCLUSI
6.1. Summary
Expansive soils also called swelling soils are prone t
to change in moisture content. Expansive soils have been reported from many parts of
the World, mainly in the arid or semi arid regions of the tropical and temperate zones
like Africa, Australia, India, South
Canada. In India, swelling soils are commonly known as Black Cotton soils. About
one-fifth of the land area in India is covered by these soils. Because of the alternate
Swelling and Shrinkage, lightly loaded structures such as fo
canal linings and residential buildings founded on them are severely damaged. Design
and construction of Civil Engineering structures on and with expansive soils is a
challenging task for civil Engineers.
and World wide to stabilize expansive soils using different additives like Cement,
Lime, Calcium chloride and industrial wastes etc.
place near Gudlavalleru, Krishna district. The required amount of so
from the trial pits at a depth of 2m below the ground level. The soil is classified as
‘CH’ as per Indian standard soil classification system. Its Differential Free Swelling
Index is 123.94% which indicates that it is highly expansive in na
Limits, Wet sieve analysis, Differential Free Swell Index, Light Compaction test
and CBR test, second series of test for expansive mixed with lime at 2%, 4% and 6%
are Compaction test and CBR test and third series of tests for expansive soil optimum
lime and waste rubber tyre chips at 2%, 4%, 6%, 8% and 10% are Compaction test
and CBR test. The soil used in this investigation is ‘CH’. It is highly expansive soil in
nature as the Differential Free Swelling Index is 123.94%.
13 Behaviour of CBR with Rubber Tyre Chips
Of Expansive Soil with Optimum Lime and Waste Rubber Tyre Chips
CBR (%) Percent increase in CBR
17.38 0
18.14 4.37
20.20 16.22
28.36 63.17
25.42 46.26
SUMMARY AND CONCLUSIONS
Expansive soils also called swelling soils are prone to volume changes corresponding
Africa, Australia, India, South America, United States and some regions in
fifth of the land area in India is covered by these soils. Because of the alternate
Swelling and Shrinkage, lightly loaded structures such as foundations, pavements,
challenging task for civil Engineers. Several investigations were carried out in India
Lime, Calcium chloride and industrial wastes etc. The soil used is obtained from the
place near Gudlavalleru, Krishna district. The required amount of so
Index is 123.94% which indicates that it is highly expansive in nature.
nature as the Differential Free Swelling Index is 123.94%.
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nd Waste Rubber Tyre Chips
Percent increase in CBR
16.22
63.17
46.26
o volume changes corresponding
States and some regions in
fifth of the land area in India is covered by these soils. Because of the alternate
undations, pavements,
arried out in India
The soil used is obtained from the
place near Gudlavalleru, Krishna district. The required amount of soil is collected

6.2 Conclusions
• Compaction, California bearing ratio characteristics of expansive soil are dependent
on clay content present in the soil. The MDD and CBR values for the expansive soil
are low when compared to the lime and rubber tyre chips.
• OMC in general increases with increasing the replacement of lime. MDD decreases
with increasing the lime.
• Lime stabilization increases the CBR, the optimum % of lime at which we got this
result is 4%.
• OMC in general decreases with increasing the replacement of rubber tyre chips at
optimum lime content. MDD increases with increasing the replacement of rubber tyre
chips at optimum lime content
• Rubber tyre chips stabilization increases the CBR value. The optimum % of lime and
% of rubber tyre chips at which we got this result is 6%.
• Thus this project is to meets the challenges of society to reduce the quantities of
wastes, producing useful material from non-useful waste materials that lead to the
foundation of sustainable society.
REFERENCES
[1] J. Antonio H. Carraro, Ethan P. Wiechert, Jesse Dunham-Friel “Beneficial Use of
Off-Specification Fly Ash to Improve the Small-Strain Stiffness of Expansive
Soil-Rubber Mixtures.” World of Coal Ash(WOCA) conference, May 9-12,
2011.
[2] IS: 2720-Part XVI (1987) Laboratory determination of CBR, Bureau of Indian
Standard, New Delhi, India.
[3] Arora, K. R. (2004). “Soil Mechanics and Foundation Engineering”. Standard
Publishers Distributors.
[4] Meei-Hoan Ho “The Potential of Using Rubberchips as a Soft Clay Stabilizer
Enhancing Agent” Canadian Center of Science and Education, ISSN 1913-1844,
Vol. 4, No. 10, October 2010, PP 122-131.
[5] Amin EsmaeilRamaji “A Review on the Soil Stabilization Using Low-Cost
Methods” Journal of Applied Sciences Research, ISSN 1819-544X, 8(4), 2012,
PP 2193-2196.
[6] Moayyad Al-Nasra, ZeljkoTorbica “Concrete Made for Energy Conservation
Using Recycled Rubber Aggregates” International Journal of Engineering
Science Invention, ISSN (Online): 2319 – 6734, ISSN (Print): 2319 – 6726,
Volume 2 Issue 9, September. 2013, PP. 10-16.
[7] IS 2720- part V (1985), “Determination of Liquid and plastic limit”, BIS, New
Delhi.
[8] Shiva Prasad. A, P. T. Ravichandran, R. Annadurai, P. R. Kannan Rajkumar
“Study on Effect of Crumb Rubber on Behavior of Soil” International Journal of
Geomatics and Geosciences” ISSN 0976 – 4380, Volume 4, No 3, 2014, PP 579-
584.
[9] Monica Malhotra, Sanjeev Naval “Stabilization of Expansive Soils Using Low
Cost Materials” ISSN: 2277-3754, Volume 2, Issue 11, May 2013, PP 181- 184
[10] IS: 2720-Part VIII(1983) Laboratory determination of compaction, Bureau of
Indian Standard, New Delhi, India.
[11] IS: 2720-Part IV(1983) Laboratory determination of Grain size analysis, Bureau
of Indian Standard, New Delhi, India.

[12] Chen F.H (1975). “Foundations on Expansive soils”. Elsevier Scientific pub co.,
Amsterdam.
[13] GhatgeSandeepHambirao, Dr. P .G. Rakaraddi “Soil Stabilization Using Waste
Shredded Rubber Tyre Chips” IOSR Journal of Mechanical and Civil
Engineering, e-ISSN: 2278-1684, p-ISSN: 2320-334X, Volume 11, Issue 1, Feb.
2014, PP 20-27.
[14] IS: 2720-Part XXXX (1977) Laboratory determination Differential Free Swell
Index, Bureau of Indian Standard, New Delhi, India
[15] Dr. K. V. Krishna Reddy, Stabilization of Medium Plastic Clays Using Industrial
wastes, International Journal of Civil Engineering and Technology, Volume 4,
Issue 3, May – June, 2013, PP. 38-44.

EXPERIMENTAL INVESTIGATION ON CALIFORNIA BEARING RATIO FOR MECHANICALLY STABILIZED EXPANSIVE SOIL USING WASTE RUBBER TYRE CHIPS

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