experimental investigation on california bearing ratio for mechanically stabilized expansive soil...

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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

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ISSN Print: 0976-6308 and ISSN Online: 0976-6316

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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.

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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

series of tests conducted

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

series of tests conducted

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).

�� =�� − �

V��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.

��%� =��

��× 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 [email protected]

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.

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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

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[4] Meei-Hoan Ho “The Potential of Using Rubberchips as a Soft Clay Stabilizer

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[5] Amin EsmaeilRamaji “A Review on the Soil Stabilization Using Low-Cost

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[12] Chen F.H (1975). “Foundations on Expansive soils”. Elsevier Scientific pub co.,

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[13] GhatgeSandeepHambirao, Dr. P .G. Rakaraddi “Soil Stabilization Using Waste

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