SUITABILITY OF WASTE PLASTIC AND QUARRY DUST …igs/ldh/files/igc 2015 pune/THEME 13 GROUND... · Authors’ names separated by comma / &, limited to one line on all even pages (Times

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INDIAN GEOTECHNICAL CONFERENCE

17th

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DECEMBER 2015, Pune, Maharashtra, India

Venue: College of Engineering (Estd. 1854), Pune, India

SUITABILITY OF WASTE PLASTIC AND QUARRY DUST IN IMPROVING THE

STRENGTH CHARACTERISTICS OF SUBGRADE SOIL

Mena G Pillai, College of Engineering and Management Punnapra, Alappuzha, [email protected]

Anita Kuriakose, College of Engineering and Management Punnapra, Alappuzha, [email protected]

Anuja Hashmi J, College of Engineering and Management Punnapra, Alappuzha, [email protected]

Saranya R. Sreeni, College of Engineering and Management Punnapra, Alappuzha, [email protected]

Silpa Senan, College of Engineering and Management Punnapra, Alappuzha, [email protected]

Soorya S, College of Engineering and Management Punnapra, Alappuzha, [email protected]

ABSTRACT

Soil is a critical element influencing the success of a construction project. Being the oldest construction

and probably an engineering material, soil is one of the most complex materials in civil engineering and

they can make or break structures. Rapid industrialization and urbanization has necessitated the

construction of infrastructure facility such as highways, airports seaports and residential buildings. In

the early days of development, only the best available lands having reasonably good soil conditions

were used for construction purposes. However the demand for more land for further development is

increasing day by day. In order to meet this demand utilization of unsuitable and environmentally

affected lands have been taken up. However structures constructed on soft soil are often affected by

stability and settlement problems. Hence suitable techniques have to be adopted for mitigating the

problems posed by soft soils. Being an answer to this, soil stabilization is growing in popularity as an

effective technique to minimize or eliminate the harmful effects of soft soils on structures.

A well-developed road network forms an integral part of the development of any nation. The lack of

resources available and their ever-increasing cost of materials and energy have motivated highway

engineers to explore new alternatives in building new roads and rehabilitating the existing ones. A weak

subgrade has been and still is one of major concerns to pavement design engineers due to its potential

contribution to permanent deformation in flexible pavements, particularly in low-volume thin

pavements. In such situations, the natural condition of poor subgrade soils needs to be improved by

suitable modification techniques to meet project requirements. Improving the strength of the subgrade

soils using additives is one such alternative.

Rapid enhancements in the engineering world have influenced the lifestyle of human beings in utmost

extends but day to day activities of mankind are amplifying risk in the environment in the same

Authors’ names separated by comma / &, limited to one line on all even pages (Times New Roman 8 italics, aligned left)

proportion. Plastic wastes have become one of the major problems for the world. The quarry dust, a by-

product from the crushing industry during quarrying activities, is one of the waste materials which

constitute approximately 25% of the output of each crusher unit. This byproduct is left in the

neighborhood of the quarry causing environmental pollution and serious health hazards. Considering

millions of tons of waste produced annually across the country, which not only poses the problem of

disposal but also adds to environmental contamination and health risks, utilization of such refuse and

industrial wastes and their subsidiary products as alternatives to construction materials may effectively

contribute to environmental preservation and minimization of their adverse effects on the environment.

As a result recently, there is growing attention to soil stabilization with different types of plastic wastes

and industrial waste materials like quarry dust. The present study investigated the effect of addition of

plastic waste in the form of HDPE granules and quarry dust on the strength characteristics of locally

available soft soil.

Keywords: soft soil, stabilization, plastic waste, quarry dust, compaction, CBR

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INTRODUCTION

Soil is a critical element influencing the success of

a construction project. For traffic structures like

roadway pavements, the subgrade, which performs

as the foundation of the structure is very important

and has to be strong enough to support the entire

structure. Soil stabilisation is the process of

altering the engineering properties of soil by

different methods, mechanical or chemical in order

to produce an improved soil material which has all

the desired engineering properties. Stabilisation

can be used to treat a wide range of sub-grade

materials from expansive clays to granular

materials. The most common improvements

achieved through stabilisation include better soil

gradation, reduction of plasticity index or swelling

potential, and increase in durability and strength.

The creation of non-decaying waste materials

combined with a growing consumer population has

resulted in a waste disposal crisis. Plastic

discarded as waste material attribute to complex

and adverse environmental problem in all the

major cities in the globe. The reasonable way to

minimize such waste disposal problem is to utilise

the material for engineering applications. This can

be done by using them in improving the strength of

soil in the field of geotechnical engineering. Plastic

wastes can be cut into pieces and mixed with soil and

the behaviour of the soil is similar to fibre reinforced soil.

Air pollution is a major environmental problem in

the developing and developed countries of the

world. Quarry dust is one of the frequently

criticized nuisances due to its health and

environmental implications on surrounding

community Out of the different quarry wastes,

quarry dust is one, which is produced in

abundance. It constitutes about 25% of the output

of each crusher unit. Quarry dust consists mainly

of excess fines generated from crushing, washing

and screening operations at quarries. Normally this

waste product is left in huge heaps in the

neighbourhood of the quarry causing serious health

hazards. Further, the space required for waste

disposal is another problem faced by the industry.

Even though quarry dust creates environmental and

health hazards, it exhibits high shear strength, good

permeability and variation in water content does

not seriously affect its desirable properties. In this

background, any attempt to utilize this waste in

developmental activities is relevant. There are a

number of geotechnical applications for quarry

dust (in embankments, backfills and as sub-grade).

Problems associated with the construction of

highways over clayey subgrade can be reduced

significantly by mixing with quarry dust.

BACKGROUND OF LITERATURE

Studies concerning plastic utilisation for soil

stabilisation have been conducted in the past by

many investigators. The studies conducted by

Choudhary et al., (2010), showed that the CBR

value of the local soil can be increased and the base

course thickness can be significantly reduced by

the use of waste plastic strip as soil stabilising

agent for subgrade material. Ashraf et al., (2011)

used raw plastic bottles for soil stabilisation and

the result obtained was the increased strength of

soil. Bhattarai et al., (2011) studied the engineering

behaviour of soil reinforced with plastic strips. The

results showed that the use of plastic in an

appropriate amount aids in improving the strength

of soil and also helps in modification of soil

properties which might be in terms of strength of

subgrade soil. In the study conducted by Acharyya

(2012) the modulus of elasticity and maximum dry

density of locally collected clayey soil and

amended soils were improved due to the inclusion

of plastic strips of waste PET bottles. Babu (2012)

carried out test on flyash mixed with plastic waste

and geogrid waste and their effect on seepage

potential and piping resistance were examined.

Flyash blended with geogrid waste improved

piping resistance and shear resistance compared to

flyash blended with plastic waste. Sen and

Kashyap (2012) investigated the use of randomly

distributed waste polypropylene fibre materials in

soil stabilisation. The results showed an increase in

cohesion, angle of internal friction and unconfined

compressive strength. From the studies conducted


by Neopaney et al., (2012), it is seen that the CBR

value of the local soil can be increased and the base

course thickness can be significantly reduced by

the use of waste plastic strip as soil stabilising

agent for subgrade material. Fauzi et al., (2013)

utilised cut waste plastic (HDPE) and crushed

waste glass as additive for the improvement of soil

engineering properties, and for reducing pavement

thickness. The study on soil stabilisation using

waste recycled product (WRP) and high density

polyethylene (HDPE) by Mishra et al., (2013)

revealed that fibre inclusion changes the behavior

of WRP from brittle to ductile and also showed an

increased vertical displacement. From the

experimental study on behaviour or soil

strengthened by plastic waste materials by Nsaif

(2013), it was concluded that plastic pieces

decreases the maximum dry density of the soil due

to their low specific gravity and decreases the

optimum moisture content. Laskar (2013)

conducted a study on the effects of waste plastic

fibres on compaction and consolidation behaviour

of reinforced soil. From his study it was concluded

that maximum dry density of plastic reinforced soil

decreases with increasing fibre content. The

beneficial use of natural waste plastic as a

reinforcing material in the experimental study

conducted by Nagle et al., (2014) showed an

increase in maximum dry density of the soil and a

reduction in pavement thickness. The study

conducted by Poweth et al., (2014) indicated that

the addition of plastic granules in soil decreases

CBR value in the required range.

Ken et al., (2012) conducted a study on

geophysical use of quarry dust as applied to soil

stabilization and modification. From this study it

was revealed that when quarry dust is added with

expansive soil, due to rough, sharp and angular

particles of quarry dust the strength of soil was

increased. From the study conducted by Sabat et

al., (2013) on improvement in geotechnical

properties of an expansive soil using fly ash-

quarry dust mixes, it was concluded that the

maximum dry density goes on increasing and the

optimum moisture goes on decreasing with

increase in percentage addition of quarry dust. Also

California Bearing Ratio goes on increasing with

increase in percentage addition of quarry dust. In

the study on the utilisation of quarry dust to

improve the geotechnical properties of lithomargic

clay conducted by Sarvade et al., (2014), it was

concluded that liquid limit decreases, maximum

dry density increases and optimum moisture

content decreases due to the addition of quarry

dust. It is also showed that the settlement decreases

and load bearing capacity increases with the

increase in percentage of quarry dust. The study on

soft subgrade stabilisation with quarry dust

conducted by Kumar et al., (2014) showed that

optimum moisture content of soil decreases with

increase in percentages of quarry dust. It is also

identified that addition of quarry dust yields high

CBR value. The study conducted by Mudgal et al.,

(2014) on the effect of lime dust and stone dust in

the geotechnical properties of black cotton soil, it

was found that maximum dry density and CBR

value of lime stabilised (9%) black cotton soil

increases up to the addition of 20% stone dust and

further increase of quarry dust decreases the value.

From the study conducted by Indiramma et al.,

(2014) on variation of properties of an expansive

soil mixed with quarry dust and fly ash, it was

found that liquid limit, plastic limit and optimum

moisture content decreases with increase in quarry

dust content. Studies on improvement of clayey

soil using egg shell powder and quarry dust

conducted by Paul et al., (2014) shows that the

maximum dry density increases and optimum

moisture decreases considerably with the addition

of varying percentage of quarry dust. Jayapal et al.,

(2014) reported that California Bearing Ratio

increases with the addition of quarry dust in his

study on weak soil stabilisation using different

admixtures- a comparative study. On the other

hand in the study on stabilisation of clay soil using

quarry dust and lime conducted by Deepiya et al.,

(2014) showed that optimum moisture content and

plastic limit increases while liquid limit decreases

with increase in percentage addition of quarry dust.

Biradar et al., (2014) conducted a study on efficacy

of industrial waste admixture in improving

engineering performance of clayey soil and found

that the liquid limit and optimum moisture content

decreases, maximum dry density increases with the

addition of quarry dust.

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EXPERIMENTAL WORK

The purpose of this study is to investigate and to

compare the effects of quarry dust and HDPE

granules on the strength characteristics of weak

soil.

Materials

Soil Sample

The soil used in the present study is locally

available weak soil taken from a depth of 1m from

a pit near Technopark, Trivandrum. The

engineering and index properties such as specific

gravity, Atterberg’s limits, compaction

characteristics etc. of the particular soil selected for

this study were determined in the laboratory as per

IS 2720, 1986. The physical properties of the soil

obtained are given in Table 1. The particle size

distribution curve obtained for soft soil sample is

shown in Fig. 2.

Table 1 Physical Properties of Soil

Property of Soil Value

Specific gravity 2.25

Soil Classification CI

Liquid Limit (%) 40.5

Plastic Limit (%) 22.19

Plasticity Index (%) 18.31

Shrinkage Limit (%) 13.30

Maximum Dry Density

(g/cc)

1.65

Optimum Moisture Content

(%)

20.06

Free Swell Index (%) 11.11

Fig.1 Soil Sample

Fig.2 Particle Size Distribution Curve for Weak

Soil

HDPE Granules

HDPE granules are flexible, durable, have better

crack and stress resistance, strong, less ductile,

exhibits good stiffness, weatherproof and have

good toughness. Also they have good chemical

resistance and are cheaply available.

Fig.3 High Density Poly Ethylene Granules

0

20

40

60

80

100

120

0.001 0.01 0.1 1 10Per

centa

ge

Fin

er (

%)

Sieve Size (mm)


Quarry Dust

The various physical properties such as specific

gravity, compaction characteristics and particle

size distribution of the quarry dust used for this

study were determined in the laboratory and the

results obtained are listed in table 2. The particle

size distribution curve of quarry dust is shown in

Fig. 5.

Table 2 Physical Properties of quarry dust

Property of Quarry

dust

Value

Specific gravity 2.57

Maximum Dry Density

(g/cc)

2.08

Optimum Moisture

Content (%)

8.03

Gravel size particles (%) 1.08

Sand size particles (%) 96.06

Fine size particles (%) 2.21

Fig.4 Quarry Dust

Fig.5 Particle size distribution curve of quarry dust

METHODOLOGY

Compaction test and California Bearing Ratio test

were conducted to determine the maximum dry

density, optimum moisture content and CBR

values of the soil sample. Experimental studies

were conducted by varying waste plastic content in

the range of 0, 0.25, 0.5, 1.0, and 1.5 % and quarry

dust content in the range of 0, 10, 20, 30, 40 and

50%.

Tests Conducted

Compaction Test The principle behind compaction of a soil is the

use of mechanical energy to increase the density of

the material. When loose soils are compacted, there

is an increase in the unit weight of the soil, which

in turn leads to higher strength. The optimum

moisture content and dry density of soft soil with

various percentage of waste plastic (0%, 0.25 %,

0.5%, 1.0% and 1.5% of dry weight of soil) and

quarry dust with varying percentage (0%, 10%,

20%, 30%, 40% and 50%) were determined by

performing the standard Proctor test as per IS 2720

part VII (1980).

California Bearing Ratio (CBR) Test

The California bearing ratio (CBR) is a penetration

test for evaluation of the mechanical strength of

road subgrades and base courses. The CBR tests

were performed both under soaked and unsoaked

conditions. Separate tests were performed for

various percentages of plastic waste (0.25%, 0.5%,

1% and 1.5%) and quarry dust (10%, 20%, 30%,

40% and 50%). The effect of plastic waste and

quarry dust were done both by comparing the CBR

values, as well as the load displacement curves

under unsoaked and soaked conditions.

RESULTS AND DISSCUSSIONS

Compaction Characteristics

Variation of Compaction Characteristics with the Addition

of HDPE

The density- moisture content relation for weak

soil with and without addition of HDPE granules is

shown in Fig.6.

0

20

40

60

80

100

120

0.01 0.1 1 10Per

centa

ge

Fin

er (

%)

Sieve Size (mm)

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Fig.6 Compaction Curves with Different

Percentages of HDPE Granules

It can be observed that dry density increases and

optimum moisture content decreases with the

addition of 0.25% HDPE granules. This may be

due to the increase in internal cohesion of soil with

the addition of plastic granules. For all other

percentages, a general trend of decrease in dry

density and increase in optimum moisture content

is observed. This is because as the quantity of

HDPE granules mixed with the soil is increased for

a given compactive effort, the resistance to

compaction increases resulting in a less dense

packing. The variation of dry density and optimum

moisture content with percentages of HDPE

granules is shown in Fig.7 and Fig. 8 respectively.

Fig.7 Variation of Maximum Dry Density with

HDPE Content

Fig.8 Variation of Optimum Moisture Content

with HDPE Content

Variation of Compaction Characteristics with Addition of

Quarry Dust

The effect of quarry dust addition on compaction

characteristics was also studied. The compaction

curves for different percentages of quarry dust are

shown in Fig 9.

Fig.9 Compaction Curves with Different

Percentages of Quarry Dust

The variation of optimum moisture content and dry

density with the addition of various percentages of

quarry dust is shown in Fig.10 and Fig. 11

respectively. It can be seen that the maximum dry

density increases and optimum moisture content

decreases up to quarry dust content of 40 % and

with further increase in the quantity of quarry dust

the maximum dry density decreases and optimum

1.4

1.45

1.5

1.55

1.6

1.65

1.7

1.75

5 15 25 35

Dry

de

nsi

ty(g

/cc)

Water content(%)

0 % HDPE

0.25%HDPE

0.5 %HDPE

1 % HDPE

1.5 %HDPE

1.56

1.58

1.6

1.62

1.64

1.66

1.68

1.7

0 0.5 1 1.5 2

Max

imu

m d

ry d

ensi

y (

g/c

c)

HDPE content (%)

0

5

10

15

20

25

0 0.5 1 1.5 2

Op

tim

um

mo

istu

re

con

ten

t (%

)

HDPE content (%)

1.5

1.6

1.7

1.8

1.9

0 10 20 30

Dry

de

nsi

ty (

g/cc

)

Water content( %)

0% Quarrydust

10% Quarrydust

20%Quarry dust

30%Quarrydust

40% Quarrydust

50%Quarrydust


moisture content increases. The increase in

maximum dry density with increasing quarry dust

content occurs due to the reduction in percentage

of voids owing to replacement of clay with quarry

dust having a higher specific gravity (2.57).

Furthermore increase in quarry dust reduces

maximum dry density and this due to more

occupation of quarry dust resulting in a higher

resistance to the compactive effort. With increase

in percentage of quarry dust the optimum moisture

content of soil goes on decreasing. This is

attributed to the reduction in clay content of soil by

replacement with quarry dust which has less

attraction for water molecules.

Fig.10 Variation of Maximum Dry Density with

Quarry Dust Content

Fig.11 Variation of Optimum Moisture Content

with Quarry dust Content

However, the maximum dry density obtained for

quarry dust mixed soil is higher and optimum

moisture content is lower than that of HDPE

reinforced soil. This may be due to the low specific

gravity of HDPE than that of quarry dust. Also,

quarry dust may provide better interaction with

soil, thus improving the dry density.

Strength Characteristics

In this study, strength characteristics of the soil

with different percentages of HDPE granules and

quarry dust were evaluated by conducting

California Bearing Ratio (CBR) test. CBR test was

carried out under both soaked and unsoaked

conditions.

Variation of Strength Characteristics with the Addition of

HDPE Granules under unsoaked condition

The load penetration curve of the soil with and

without HDPE granules under unsoaked conditions

is shown in Fig. 12.

Fig.12 Load Penetration Curve for Different

Percentages of HDPE Granules under Unsoaked

Condition

Variation of CBR values with different percentages

of HDPE granules are shown in Fig. 13. From the

graph it is observed that the CBR value increased

significantly at 0.25% HDPE content. It indicates

that HDPE granules are effective in increasing the

resistance to penetration thereby improving the

strength of weak soil. However with further

addition of HDPE granules the CBR value

decreases. This may be due to the poor water

absorption capacity of HDPE granules. Due to the

poor water absorption capacity of plastic, the entire

water added to the mixture will be absorbed by the

soil alone and hence the penetration resistance

reduces.

1.6

1.65

1.7

1.75

1.8

1.85

1.9

0 20 40 60Max

imum

dry

den

sity

(g/c

c)

Quarry dust content (%)

0

5

10

15

20

25

0 20 40 60

Opti

mum

mois

ture

conte

nt

(%)

Quarrydust content (%)

0

50

100

150

200

250

0 5 10

Load

(kg

)

Penetration (mm)

0 % HDPE

0.25%HDPE

0.5 %HDPE

1 % HDPE

1.5 %HDPE

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Fig.13 Variation of CBR Values with HDPE

content under Unsoaked Condition


HDPE Granules under soaked condition


without HDPE granules under soaked conditions

are shown in Fig.14.


Percentages of HDPE Granules Under Soaked

Condition

Fig. 15 shows the variation of CBR values with

varying percentages of HDPE granules. From the

graph it is observed that the CBR value increased

significantly at 0.25% HDPE content. For the

remaining percentages, the CBR value decreases.

However the CBR values of the soil in soaked

condition are less than that in unsoaked condition.

This is because soaking of the sample specimen in

water for four days results in a higher water

absorption by the soil which in turn reduces the

penetration resistance.

Fig.15 Variations of CBR Values with Different

Percentages of HDPE Content Under Soaked

Condition


Quarry Dust under unsoakedcodition

The load penetration curve of the soil and the soil

mixed with various percentages of quarry dust

under unsoaked conditions are shown in Fig. 16.


Percentages of Quarry Dust under Unsoaked

Condition

The variation of CBR values with different

percentages of quarry dust is shown in Fig. 17.

0

2

4

6

8

0 0.5 1 1.5 2

CB

R v

alu

e

HDPE content (%)

0

100

200

0 5 10

Load

(kg

)

Penetration (mm)

0 % HDPE

0.25 %HDPE

0.5 %HDPE

1 % HDPE

0

1

2

3

4

5

6

0 0.5 1 1.5 2

CB

R v

alu

e

HDPE content (%)

0

50

100

150

200

250

300

0 5 10

Load

(kg

)

Penetration (mm)

o % Quarrydust

10 % Quarrydust

20 % Quarrydust

30 % Quarrydust

40 % Quarrydust

50 % Quarrydust


Fig.17 Variations of CBR Values with Different

Percentages of Quarry Dust Content

An increase in CBR value of soil is noted up to a

quarry dust content of 40% and further increase in

quarry dust content reduces the CBR value. The

increase in CBR value may be attributed due to the

reduction in void ratio of the soil with the addition

of quarry dust and also due to the high specific

gravity of the additive.


Quarry Dust under soakedcodition


without quarry dust under soaked conditions are

shown in Fig.18. The variation of CBR values with

different percentages of quarry dust is shown in

Fig. 19.


Percentages of Quarry Dust Under Soaked

Condition

Fig.19 Variation of CBR Values with Different

Percentages of Quarry dust Content

From Fig. 19 it is observed that CBR shows a

maximum value at a quarry dust content of 40%. It

means that soil acquires high strength when it is

mixed with 40% quarry dust. A decrease in CBR

value is noted with further increase in quantity of

quarry dust. The increase in CBR value may be

due to the reduction in void ratio and also due to

the high specific gravity of the quarry.

Comparing the strength characteristics of the soil

by assessing the CBR value in both soaked and

unsoaked conditions it is seen that the value of

CBR decreases from unsoaked condition of the soil

to soaked condition. This is because as water is

absorbed into the compacted specimen, the

resistance to penetration becomes drastically

reduced.

CONCLUSION

In the present study, the suitability of HDPE

granules and quarry dust as stabilisers for

compaction and strength characteristics of a weak

soil taken from a depth of 1m from a pit near

Technopark, Thiruvananthapuram was evaluated.

According to test results, the following outcomes

can be concluded:

1. With the addition of HDPE granules, the

maximum dry density increases at 0.25%

and then decreases for the remaining

percentages. The optimum moisture content

is minimum at 0.25% and then increases.

2. With the addition of quarry dust, the

maximum dry density increases up to 40%

and then decreases. The optimum moisture

content decreases up to 40% and then

0

2

4

6

8

0 20 40 60

CB

R v

alu

e


0

50

100

150

200

0 5 10

Load

(kg

)

Penetration (mm)

o % Quarrydust

10 %Quarrydust

20 %Quarrydust

30%Quarrydust

40%Quarrydust

0

2

4

6

8

0 20 40 60

CB

R v

alu

e


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increases with further increase in quarry

dust content.

3. The CBR value is maximum for 0.25%

HDPE content in both soaked and unsoaked

conditions. Thus 0.25% HDPE content can

be considered as the optimum percentage

for improving the strength of weak soil.

4. Maximum CBR value is obtained at 40%

quarry dust content in both soaked and

unsoaked conditions. Thus 40% addition of

quarry dust can be considered as the

optimum percentage for improving the

strength of weak soil.

Based on the results obtained, it is recommended

that quarry dust can be used as a better stabilising

material than HDPE granules for improving the

strength and compaction characteristics of weak

subgrade soil used in this study. This also provides

an efficient and economic way to dispose off the

quarry waste obtained during the production of

aggregates used for construction.

REFERENCES

1. Acharyya R (2012) “Some studies on change of

soil properties with addition of plastic strips of

waste pet bottles”

2. Arora, K. R. (2004) Soil Mechanics and

Foundation Engineering, Standard Publishers

Distributors

3. Ashraf A., Sunil A.J., Dhanya, Mariamma J.,

Meera V. and Veena M. (2011), “Soil

stabilization using raw plastic bottles”,

Proceedings of Indian Geotechnical Conference

(Paper No. H-304)

4. Babu S.G.L. (2012), “Laboratory shear strength

studies of Soil admixed with plastic waste”

5. Bhattarai P., Kumar A. V. A. B., Santosh K.,

Manikanta T. C. and Tejeswini K. (2013),

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U. A. (2014), “ Efficacy of Industrial waste

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Performance of Clayey soil – A quantitative

study”, American Journal of Engineering

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(2014), “Stabilization of Clay Soil Using Quarry

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Waste Glass as Additive”,IACSIT International

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