Utiliszation of plastic waste and demolished waste in partial replacement of fine and coarse aggregate in Concrete mix

1

AN EXPERIMENTATION MADE ON PLASTIC AND

DEMOLISHED WASTE IN CONCRETE MIX

A THESIS

Submitted in partial fulfillment of the requirements for the award of the degree of

Bachelor of Technology In

CIVIL ENGINEERING By

S. SAI KRISHNA YADAV 11741A0168

S. SANJEEV KUMAR 11741A0176

B. RANGANATH 12745A0112

N. RAVI TEJA 12745A0113

CH. SUDHEER 12745A0117

B. VIJAY 12745A0122

Under the esteemed guidance of

Dr. G.VANI M .Tech, Ph.D, FIE, MISTE.

Professor& Head

Department of Civil Engineering,

Intell Engineering College, Anantapuramu

DEPARTMENT OF CIVIL ENGINEERING

INTELL ENGINEERING COLLEGE

(Affiliated to JNTU Anantapuramu & Approved by AICTE)

ANANTAPURAMU-515001, ANDHRAPRADESH

2011-2015

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ABSTRACT

In the present scenario, no construction activity can be imagined without using

concrete. Concrete is the most widely used building material in construction industry. As it is

widely used for construction of various structures, the economy is depended upon the cost of

material used in making concrete.

On the other hand, due to rapid urbanization and industrialization all over the

world, huge quantities of plastic waste and demolished waste are being generated. The

disposal of these wastes is a very serious problem because, it requires huge space and also it

causes environmental pollution. In this situation construction industry is in need of finding

cost effective materials for increasing the strength of concrete.

So, in this project it is dealt with the possibility of using the plastic waste and

demolished waste as the partial replacement of fine aggregate and coarse aggregate in

concrete mix. In this perspective, it is aimed at comparing the properties of conventional

concrete mix with the concrete mix prepared using plastic waste and demolished aggregate.

In the present experimental investigation, plastic waste is used as replacement

of fine aggregate partially by 10% and coarse aggregate is replaced with demolished

aggregate partially by 0%, 10%, 20%, 30%, 40% and 50%. The conventional mix has been

designed for M25 grade concrete and is adopted with a water-cement ratio of 0.45. In this

investigation seven mixes are prepared; the specimens used are cubes of size 150mm

x150mm x 150mm, cylinders of size 150mm x 300mm and impact moulds of size 150mm x

75mm.

Initially Conventional mix is prepared by using conventional materials

(cement, natural sand, natural aggregate and water) and their physical and mechanical

properties were evaluated. Now, the concrete with recycled wastes are prepared and these are

also tested for their properties, likewise all the seven mixes were prepared. For every mix 18

specimens (6 cubes, 6 cylinders, 6 impact specimens) were casted and thus totally 126

3

specimens were prepared. Specimens of every mix were tested for compressive strength at 7

and 28 days after curing.

With constant percentage replacement of plastic waste in place of sand and

varying percentage replacement of coarse aggregate with demolished aggregate, it is found

that the density of concrete can be varied from 2500 to 2100 kg/m3. The workability of fresh

concrete was decreased with increase in addition of recycled aggregate. From the results it is

found that by replacing the natural sand and coarse aggregate by plastic waste and recycled

aggregate in the normal concrete, compressive strength (fck) and split tensile strength (ft)

increases upto 10% and then decreases with increase of recycled wastes.

From the experimental investigation, it is concluded that fine aggregate

replaced with 10% of plastic waste and coarse aggregate replaced with 10% of recycled

aggregate, the properties of fresh concrete were good and also it reached the target mean

strength of conventional concrete.

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CONTENTS

ABSTRACT i

List of Tables iii

List of Figures iv

List of Plates v

Nomenclature vi

CHAPTER - 1

Introduction 1

CHAPTER - 2

Review of Literature 3

CHAPTER - 3

Objective and Scope of Investigation 7

CHAPTER - 4

Experimental Investigation 9

Tables 20

Plates 22

5

CHAPTER - 5

Discussion of Test Results 26

Table 28

Figures 31

Plates 33

CHAPTER - 6

Conclusions & Recommendations 34

Appendix 36

References 41

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LIST OF TABLES

4.1 Sieve Analysis of Fine aggregate

4.2 Sieve Analysis of Coarse aggregate

4.3 Sieve Analysis of Demolished aggregate

5.1.1 Workability of various Concrete Mixes

5.1.2 Densities of various Concrete Mixes

5.2.1 Cube Compressive Strength

5.2.2 Cylinder Split Tensile Strength

5.2.3 Impact Resistance of Concrete

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LIST OF FIGURES

Fig 5.1.1 Density of Concrete versus Percentage Replacement of Plastic waste and

Demolished Aggregate

Fig 5.2.1 Cube Compressive strength versus Percentage Replacement of Plastic waste

and Demolished Aggregate

Fig 5.2.2 Split Tensile Strength versus Percentage Replacement of Plastic waste and


Fig 2.2.3 Impact Resistance versus Percentage Replacement of Plastic waste and


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LIST OF PLATES

Plate 4.1 A View of Plastic Waste Granules

Plate 4.2 A View of the Demolished Aggregate used

Plate 4.3 A View of Set of sieves for Fine aggregate

Plate 4.4 A View of Set of sieves for Coarse aggregate

Plate 4.5 A View of Slump Cone Test being done

Plate 4.6 A View of Before casting of Specimens

Plate 4.7 A View of the Moulds

Plate 4.8 A view of cast specimens in moulds

Plate 4.9 Specimens in Curing Tank

Plate 4.10 A view of Compression testing of Cube

Plate 4.11 A view of Split Tensile strength test of Cylinder

Plate 4.12 A view of testing of Impact Specimen

Plate 4.13 After Testing of Specimens

Plate 5.1 Crack Pattern of Cube, Cylinder and Impact specimen

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NOMENCLATURE

1. Kg – Kilogram

2. Lit – Litre

3. KN – Kilo newton

4. KN/s – Kilo newton per second

5. Kg/m3 – Kilogram per cubic meter

6. N/mm2 – Newton per millimeter square

7. mm – millimeter

8. fck – Characteristic compressive strength of concrete at 28 days in N/mm2

9. ft – Split Tensile strength of Cylinder

10. P – Compressive load on the cylinder

11. L – Length of the cylinder

12. D – Diameter of the cylinder

13. PW – Plastic Waste

14. RCA – Recycled Coarse Aggregate

15. CA – Coarse Aggregate

16. FA – Fine Aggregate

17. ASTM – American Society of Testing of Materials

18. ISI – Indian Standard Institution

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19. N – 100% Natural aggregate concrete

20. A – 10% Plastic waste, 90% natural Sand and 100% natural coarse aggregate

concrete

21. B – 10% Plastic waste, 90% natural Sand, 10%Demolished aggregate and

90% natural coarse aggregate concrete

22. C – 10% Plastic waste, 90% natural Sand, 20%Demolished aggregate and


23. D – 10% Plastic waste, 90% natural Sand, 30%Demolished aggregate and


24. E – 10% Plastic waste, 90% natural Sand, 40%Demolished aggregate and


25. F – 10% Plastic waste, 90% natural Sand, 50% Demolished aggregate and


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CHAPTER-1

INTRODUCTION

GENERAL

Now-a-days infrastructure development across the world created demand for

construction materials. Concrete is the premier civil engineering construction material,

concrete contains ingredients like cement, aggregates, water and admixtures. At present,

huge quantities of construction materials are required in developing countries due to

continued infrastructural growth and also huge quantities of plastic wastes and demolition

wastes are generated every year in developing countries like India. The disposal of this waste

is a very serious problem because on one side it requires huge space for its disposal while on

the other side it pollutes the environment. It is also necessary to protect and preserve the

natural resources like stone, sand etc. Continuous use of natural- resources, like river sand is

another major problem and this increases the depth of river bed resulting in drafts and also

changing the climatic conditions.

So, the sustainable concept was introduced in construction industry due to growing

concern about the future of our planet, because it is a huge consumer of natural resources as

well as waste producer. This has created what we call the biggest problem of the world,

demolished waste and plastic waste accumulation. Hence there is a need to recycle these

waste into something more useful and environment friendly. To achieve this, major emphasis

must be laid on the use of waste from various industries. The use of aggregates from

construction and demolition waste in pavement beds is the most usual way of reusing this

material. Even though considered as a valid re-use technique, it is not the best economic

valorization of this resource and it is considered by many researchers to be a down-cycling

process that depreciates the capacities of the material. But the production of structural

concrete with recycled aggregates, however, offers great potential and recycles the materials

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viably and effectively. Research into new and innovative use of waste materials being

undertaken world-wide and innovative ideas that are expressed are worthy of this important

subject.

In addition to the environmental benefits in reducing the demand of land for

disposing the waste, the recycling of plastic and demolition wastes can also help to conserve

natural materials and to reduce the cost of waste treatment prior to disposal. The largest

proportions of demolition waste are concrete rubbles and plastic wastes are covers, polythene

bags, PVC pipes etc. It has been shown that the crushed concrete rubble, after separated from

other construction and demolition wastes and sieved, can be used as a substitute for natural

coarse aggregates in concrete. Re-use of bulky wastes is considered the best environmental

alternative for solving the problem of disposal.

Today, more than ever before, the civil engineer is required to give thought and time

to problems of concrete making and its utilization with economy. The results accomplished

in the field by the engineer-in-charge depend upon his knowledge of concrete and of the

constituent materials.

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CHAPTER-2

REVIEW OF LITERATURE

In this chapter a brief literature survey conducted on utilization of plastic waste and

demolished waste in making concrete has been presented.

Recycled aggregate is becoming an increasingly popular way to utilize aggregate left

behind when structures or roadways are demolished and also the waste plastics which are

produced from industries and households. In the past, these two wastes were disposed of in

low lying areas, but with more attention being paid to environmental concerns, concrete

recycling allows reuse of the plastic waste and demolished waste while also keeping

construction costs down. When structures made of concrete are demolished or renovated and

also when the plastics are thrown away after getting used, concrete recycling is an

increasingly common method of utilizing the rubble and plastic waste individually or

combined. Concrete and Plastic waste was once routinely trucked to landfills for disposal,

but recycling has a number of benefits that have made it a more attractive option in this age

of greater environmental awareness, more environmental laws and the desire to keep

construction costs down.

Tomas U. Ganiron Jr. [1] has reported that Plastic as a substitute to fine aggregate to

concrete mixture has shown unusual characteristic upon accumulation of water in the mixture

for the material had floated on the surface of the water, nevertheless, upon the completion of

mixing the material has suitably bonded to the mixture. In the analysis of its grain particle, in

comparison to sand, which is one of the major components of concrete mixture, plastic,

implies significant lightness in terms of its mass evaluation. Overall, the effect of the plastic

on the properties of the specimen was acceptable.

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Shodolapo Oluyemi Franklin, Mmasetlhomo Tommy Gumede, [2] stated that it is obvious

that structural compressive strengths may be developed in concretes incorporating up to

100% recycled aggregates based on standard mix design procedures. They also noted that the

compressive, split tensile and flexural strengths, as well as the modulus of elasticity of

recycled aggregate concretes, are generally lower than that of conventional concretes made

entirely from natural aggregates.

Ganesh Tapkire1, Satish parihar, et al.,[3] reported that by using the plastic in concrete mix

reduces to the weight of cube upto 15% and it is possible to use the plastic in concrete and

bonding admixture in concrete and also increase the percentage of plastic in concrete.

Shiva Kumar. M, Nithin K, B.M Gangadharappa, [4] reported that aggregate ratio of 1:8 with

50 % of CA and 50% of Building Demolished Waste (BDW) is recommended for low

traffic volume. Similarly mix design with w/c ratio of 0.40 and 0.45 with 50% of CA and

50% of BDW is suitable for intended use.

Youcef Ghernouti, Bahia Rabehi, et al.,[5] stated that the bulk density has decreased

considerably for all concrete’s with the content of replacement of sand by plastic waste that

also becomes lighter than conventional concrete with 40% of plastic waste. Being given that

the concrete must have good workability, fluidity is significantly improved by the presence

of this waste.

Ashraf M. Wagih, et al., [6] stated that concrete rubble could be transformed into useful

recycled aggregate used in concrete production with properties suitable for most structural

concrete applications.

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Mohd. Monish et al., [7] stated recycled aggregate concrete may be an alternative to the

conventional concrete and water required producing the same workability increases with the

increase in the percentage of demolished waste.

Nitish Puri, Brijesh Kumar, Himanshu Tyagi, [8] stated that there is a considerable increase

in the compressive strength as well as flexural strength of concrete when the aggregates are

fully or partially replaced with construction debris. However maximum strength was shown

by concrete mix having 25% recycled debris aggregates and 75% natural aggregates.

Mohan Reddy, Bhavani and Ajitha [9] reported that the present study reveals that concrete

can be successfully produced using Recycled Coarse Aggregate (RCA) that have been

produced from demolition and construction waste. Concrete produced by RCA does not

perform as well as concretes produced by CA in terms of strength. However, the concrete

still has a strength that would make it suitable for some applications.

K. Ramadevi, R. Manju [10] was observed that the split tensile strength increased up to 2%

replacement of the fine aggregate with PET bottle fibers and it gradually decreased for 4%

and 6% replacements. Hence, the replacement of the fine aggregate with 2% replacement

will be reasonable with high split tensile strength compared to the other specimens casted

and tested.

R. Kumutha and K. Vijai [11] reported that from the obtained results, it is clear that there is a

possibility to use crushed coarse aggregate in making concrete since the target mean strength

is achieved. As there is considerable reduction in flexural strength with recycled aggregates,

further research is needed to explore about the usage of recycled aggregates in combination

of different fibrous materials.

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Prabir Das, R. Lakshmi, S. Nagan, et al., [12] has reported that the use of waste plastics in

concrete is relatively a new development in the world of concrete technology and lot of

research must be done to use this material is actively used in concrete construction. The use

of plastics in concrete lowered the strength of resultant concrete, therefore. The research

must be oriented towards systems that help in overcoming this drawback of use of plastics in

concrete.

Al-Manaseer AA, Dalal TR, et al., [13] stated that a reduction in the mechanical resistance

according to the increase in percentage of plastic waste, which remains always close to the

reference concrete, when they recorded a fall of compressive strength at 28 days about 10

and 24 % or the concrete’s containing 10 and 20 % of waste respectively.

Keeping the above literature survey in view, in the present investigation, an attempt has been

made to study the behavior of concrete which comprises of both waste plastic and

demolished waste in various percentage replacement to fine aggregate and coarse aggregate

respectively.

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CHAPTER-3

OBJECTIVE AND SCOPE OF INVESTIGATION

3.1 GENERAL

From the brief literature survey conducted in this investigation it has been observed

that even though lot of research work was conducted on utilization of plastic waste as fine

aggregate in concrete mix and also demolished aggregate as coarse aggregate in concrete

mix, but no work has been reported on the concrete made with replacement of sand with

plastic waste and coarse aggregate with demolished aggregate combined. A M25 grade

concrete with constant water cement ratio of 0.45 has been adopted to study various

properties. Cubes of size 150 x 150x 150 mm, cylinders of 150mm dia x 300 mm height and

impact specimens of size 150mm dia x 75 mm height were cast and tested to know the

compressive strength, split tensile strength , modulus of elasticity etc.,

3.2 OBJECTIVES

The specific objectives of the present investigation are as listed below.

To conduct the feasibility study of producing concrete with plastic waste and

demolished aggregate.

To study the effect of various replacements of fine aggregate by plastic waste

with a constant percentage of 10% and replacement of natural aggregate by

demolished aggregate in different percentages (0%, 10%, 20%, 30%, 40% and

50%) on workability properties, 28 days compressive strength, split tensile

strength, modulus of elasticity etc.,

To find an alternative construction material which can be effectively used in

construction industry.

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To decrease the production cost of conventional concrete.

To reduce the impact of plastic waste and demolished waste on environment.

To reduce the overall cost of concrete i.e. to make concrete economical.

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CHAPTER-4

EXPERIMENTAL INVESTIGATION

To start with mix design has been conducted for M25 concrete making use of ISI

method of mix design using normal constituents of concrete. In the course of investigation,

natural sand has been replaced by 10% (constant for all the mixes) of plastic waste and also

coarse aggregate has been replaced by 0%, 10%, 20%, 30%, 40% and 50% of demolished

aggregate. For the study of various properties different specimens has been cast and tested.

Here a constant water-cement ratio of 0.45 has been adopted. The experimental part of the

investigation has been planned in the following three stages.

Stage I: Selection of Materials and their testing

Stage II: Casting of specimens and curing

Stage III: Testing of specimens

STAGE I:

Main constituents of concrete viz., fine aggregate, coarse aggregate, cement, water,

plastic waste and demolished aggregate have been procured from various places. Fine

aggregate has been procured from local river, coarse aggregate (20mm) has been procured

from plant. Potable water is used for mixing and curing of concrete. Plastic waste (1-4mm

sizes pieces) which is produced from households, factories, commercial places etc., has been

procured from Estate (Bellary Bypass) and the demolished aggregate is obtained from

demolished buildings, tested concrete specimens from laboratory are procured and made into

pieces and they are sieved to 20mm size.

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Cement :

Locally available Nagarjuna Ordinary Portland Cement (OPC) of 53 grade of cement

brand conforming to ISI standards has been procured and various tests have been carried out

according to IS8112-1989 from them it is found that

a) Specific gravity of cement is 3.15

b) Initial and Final setting times of cement are 32 minutes and 580 minutes

respectively

c) Fineness of cement is 4%

Fine aggregate:

Locally available river sand is procured and is found to be conformed to Zone-I of table 4 of

IS:383-1970. Various tests have been carried out as per the procedure given in IS: 383-1970.

From them it is found that

a) Specific Gravity of fine aggregate is 2.60

b) Bulk Density

Loose: 1400 kg/m3

Compacted: 1557 kg/m3

c) Fineness modulus of fine aggregate is 2.90

The sieve analysis results are presented in Table 4.1 and the set of sieves is shown in

Plate 4.3

Plastic Waste:

The waste plastics are collected from dump sites and from various factories, the collected

plastic is cleaned and made into pieces of varying size from 1-4 mm. Various tests have been

conducted on plastic waste and following results are found out.

a) Specific gravity of plastic waste is 0.46

b) Density of plastic waste is 72 kg/m3

c) Fineness Modulus of plastic waste is 4.7

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Coarse Aggregate:

Machine crushed aggregate conforming to IS: 383-1970 consisting of 20mm maximum size

of aggregates has been obtained from the local quarry. The test result of coarse aggregate as

below.

a) Specific Gravity of coarse aggregate is 2.64

b) Water absorption of coarse aggregate is 1.02%

c) Bulk Density

Loose: 1481 kg/m3

Compacted: 1651kg/m3

d) Fineness modulus of Coarse aggregate is 6.75

The sieve analysis results are presented in Table 4.2 and the set of sieves is shown in Plate4.4

Demolished Aggregate:

Demolished aggregate is procured from demolished structures and the concrete specimens

from laboratory. After collecting, they are broken down into pieces and also various tests are

conducted on it.

a) Specific Gravity of Demolished aggregate is 2.45

b) Water absorption of demolished aggregate is 0.31%

The demolished aggregate is shown in Plate 4.2 and its sieve analysis results are presented in

Table 4.3

Water:

Potable water which is available in the laboratory has been used in this experimental program

for mixing and curing.

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MIX DESIGN:

Mix design can be defined as the process of selecting suitable ingredients of concrete

and determining their relative proportions with the objective of producing concrete of certain

minimum strength and durability as economically as possible. The design of concrete mix is

not a simple task on account of widely varying properties of the constituent materials, the

condition that prevail at the work and the condition that are present.

Design of concrete mix requires complete knowledge of various properties of the

constituent materials, the complications, in case of changes on these conditions at the site.

The design of concrete mix needs not only the knowledge of material properties of concrete

in plastic condition, but also needs wider knowledge and experience of concreting. Even

then, the proportion of the materials of the concrete found out at the laboratory requires

modifications and readjustments to suit the field conditions.

In the present investigation M25 grade of concrete is considered. The mix of concrete

is designed as per the guidelines given in IS 10262, and the mix proportion is 1:1.36:2.66

with a water/cement ratio of 0.45. Subsequently mixes were prepared with replacement of

fine aggregate by plastic waste at a constant percentage of 10% and replacing the coarse

aggregate by demolished aggregate at percentages of 0, 10, 20, 30, 40 and 50. For every

weight replacement cubes, cylinders and impact specimens are cast and tested to find various

test results.

Mixing of Concrete:

Initially the ingredients such as cement and sand are mixed, to which plastic waste is

added and thoroughly mixed. After some time coarse aggregate and demolished aggregate

are added and thoroughly mixed. Water is measured exactly, then it is added to the dry mix

and it is thoroughly mixed until a mixture of uniform colour and consistency are achieved

which is then ready for casting. Prior to casting of specimens, workability is measured in

accordance with the code IS: 1199-1959 and determined by slump and compaction factor

tests.

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STAGE II:

Casting of Specimens:

After the completion of workability tests, the concrete has been placed in the standard

metallic moulds in three layers and has been compacted each time by tamping rod. Before

placing the concrete inside faces of the mould are coated with the machine oil for easy

removal after wards. The concrete in the moulds have been vibrated for 30 seconds using the

table vibrator and the surfaces of the specimens have been finished smoothly. The cast

specimens are shown in Plate 4.8.

Slump cone test:

Slump cone is a mould of 1.18 mm thick galvanized metal in the form of the lateral

surface of the height 300 mm. The base and the top shall be open and parallel to each other

and at right to the axis of the cone. The mould shall be provided with a foot piece on each

side for holding the mold in place, and with handles for lifting the mould from the sample.

Tamping rod around, straight steel rod 16 mm in diameter and approximately 600 mm in

length. The tamping end shall be a hemisphere 16 mm in diameter.

Dampen the mould and place it on a flat, moist, non-absorbent rigid surface. Hold

firmly in place by standing on the two foot pieces. Fill the cone 1/3 full and uniformly rod

the layer 25 times to its full depth. Fill the cone with a second layer until 2/3 full by volume

and rod 25 times uniformly, ensuring that the rod just penetrates into the first layer. Overfill

the cone with the third layer and rod uniformly 25 times with the rod just penetrating into the

second layer. Strike off the excess concrete level with the top of the cone by a screening and

rolling motion of the tamping rod. Remove any spilled concrete from around the bottom of

the cone. Immediately remove the mould from the concrete by raising it carefully in a

vertical direction without lateral or torsional motion. Measure the difference between the

height of the mould and the height of the specimen at its highest point to the nearest.

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This distance will be the slump of the concrete. The apparatus of slump cone and slump is

show in Plate 4.5. When practicable, duplicate slump test should be made and the average of

the two slumps reported. The concrete temperature at time of testing should also be reported.

The entire operation from the start of filling to the removal of the mould should be carried

out without interruption and be completed within an elapsed time of 1.5 minutes.

Density of concrete:

The density of concrete varies, depending on the density of the aggregate used to mix

the concrete and the amount of air within it. Floors, bridges and other structural components

use high-density concrete, while low-density concrete works in areas with harsh weather and

in some roads. Density is defined as mass divided by volume. Kilogram per cubic metre is

the typical unit for measuring concrete density. The unit weight is determined by the formula

below.

D = (Mc—Mm)/Vm

Where,

D = Density of the concrete in N/m3

Mc = Weight of the measure holding the concrete in N

Mm =Weight of the empty concrete measure in N

Vm = Volume of the measure in m3

Fresh concrete in the Mould is shown in Plate 4.7

Curing Procedure:

After the casting of cubes, cylinders and impact specimens, the moulds are kept for

air curing for one day and the specimens are removed from the moulds after 24 hours of

casting of concrete specimens. Marking has been done on the specimens to identify the

percentage of plastic waste and percentage of Demolished aggregate. Then they are placed in

25

water tank for curing. All the specimens have been cured for desired age. Specimens in

curing tank are shown in Plate 4.9

The identification of the specimens is as follows:

1. N-100% Natural aggregate concrete or Conventional concrete

2. A -10 % Plastic waste, 90% Natural Sand and 100% Natural coarse aggregate

concrete

3. B - 10% Plastic waste, 90% Natural Sand, 10% Demolished aggregate and 90%

Natural coarse aggregate concrete

4. C-10% Plastic waste, 90% Natural Sand, 20% Demolished aggregate and 80%


5. D-10% Plastic waste, 90% Natural Sand, 30% Demolished aggregate and 70%


6. E-10% Plastic waste, 90% Natural Sand, 40% Demolished aggregate and 60%


7. F-10% Plastic waste, 90% Natural Sand, 50% Demolished aggregate and 50%


Details of Tests Conducted :

1. Cube compressive strength of concrete

2. Cylindrical split tensile strength of concrete

3. Impact resistance of concrete

26

1. Cube Compressive Strength of Concrete :

For each percentage of plastic waste and demolished aggregate, 6 cube specimens

have been cast. In all 42 cubes of size 150mm x 150mm x 150mm have been cast.

2. Cylindrical Compressive Strength of Concrete :

For each percentage of plastic waste and demolished aggregate, 6 cylinder

specimens have been cast. In all 42 cylinders of size 150mm diameter and 300mm height

have been cast.

3. Impact Resistance of Concrete :

For each percentage of plastic waste and demolished aggregate, 6 impact specimens

have been cast. In all 42 impact specimens of size 150mm diameter and 75mm height

have been cast.

STAGE III :

Testing of cubes for compressive strength :

The compressive loading tests on concretes were conducted on a compression testing

machine of capacity 2000KN. For the compressive strength test, a loading rate of 2.5 KN/s

was applied as per IS:516-1959[12]. The test was conducted on 150mm cube specimens at 7

and 28 days.

27

Compressive strength = Load

Area in N/mm2

The crushing of cube is shown in Plate 4.10

Testing of Cylinders for Split tensile strength :

Split tensile strength test was conducted in accordance with ASTMC96. Cylinders of

150 x 300mm size were used for this test, the test specimens were placed between two

platens with two pieces of 3mm thick and approximately 25mm wide plywood strips on the

top and bottom of the specimens. The split tensile strength was conducted in the same

machine on which the compressive strength test was performed. The specimens were tested

for 7 and 28 days. This test is conducted in a 2000KN capacity compression testing machine

by placing the cylinder specimen, so that its axis is horizontal to the plates of the test

machine. Narrow strips of packing materials i.e., plywood is placed between the plates and

the cylinder to receive compressive stress. The load was applied uniformly at a constant rate

until failure by splitting along the vertical axis takes place. Load at which the specimens

failed is recorded and the split tensile stress is obtained using the formula based on IS: 5816-

1970. The splitting of cylinder is shown in Plate 4.11.

The following relation is used to find out the Split tensile strength of cylinder

𝐹𝑡 =2𝑃

𝜋𝐷𝐿

Where,

P= Compressive load on the cylinder

L= Length of the cylinder

D= Diameter of the cylinder

The results have been tabulated and graphical variations have been studied

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Testing of specimens for Impact Resistance:

The impact resistance of the specimen was determined by using drop weight method

of Impact test recommended by ACI Committee 544 procedure. The size of the specimen

considered is 150mm diameter and 75mm thickness and the weight of hammer (m) is 4.54

Kg with a drop of 457mm (h). The specimens are placed on the base plate with the finished

face up and positioned within four lugs of the impact testing equipment. The bracket with the

cylindrical sleeve is fixed in place and the hardened steel ball is placed on the top of the

specimen within the bracket. The drop hammer is then placed with is base upon the steel ball

and held vertically. The hammer is dropped repeatedly; the number of blows required for the

first visible crack to form at the top surface of the specimen is recorded and also for ultimate

failure is recorded.

The first crack was based on visual observation (N1). White washing the surface of

the test specimen facilitated the identification of this crack. Ultimate failure is defined in

terms of the number of blows required to open the cracks in the specimens (N2) sufficiently

to enable fractured pieces to touch three of the four positioning lugs on the base plate. The

stages of ultimate failure are clearly recognized by the fractured specimen butting against the

lugs on the base plate. A view of showing the impact energy test is shown in Plate 4.12.

The impact resistance of the specimen was determined at 28 days. The first visible

crack (N1) and then cause ultimate failure (N2) were noted for all the specimens. The impact

energy delivered to the specimen is calculated from equation given below.

EI = N x m x g x h

Where,

EI is Impact Energy (N m),

N is the number of blows,

m is mass of the drop hammer (kg),

g is gravity acceleration (m/sec2) and

h is height of drop hammer (m).

The results have been tabulated and graphical variations have been studied.

29

Table 4.1 Sieve Analysis of Fine Aggregate

Weight of aggregate taken: 1000 gms

S.No IS

Sieve

No.

Weight Retained

in (Grams)

Cumulative Weight

Retained in (Grams)

Cumulative

Percentage Weight

Retained (X)

Cumulative

Percentage

Weight Passing

N=100-X

1. 4.75 0 0 0 100

2. 2.36 97 97 9.7 90.30

3. 2.00 45.8 142.8 14.28 85.72

4. 1.18 223.7 366.5 36.65 63.35

5. 0.6 350 716.5 71.65 28.35

6. 0.425 58.7 775.2 77.52 22.48

7. 0.3 120.7 895.9 89.59 10.41

8. 0.125 94.1 990 99.00 1.0

9. 0.09 7.8 997.8 99.78 0.22

10. Pan 2.2 1000 100 0

Fineness modulus: 2.90

Table 4.2 Sieve Analysis of Coarse Aggregate

Weight of aggregate taken = 5000 gms

S.No IS

Sieve

No.

Weight Retained

in (Grams)

Cumulative Weight

Retained in

(Grams)

Cumulative

Percentage Weight

Retained (X)

Cumulative

Percentage Weight

Passing

N = 100-X

1. 25 0 0 0 100

2. 20 1660 1660 33.2 66.8

3. 12.5 2080 3740 74.8 26.2

4. 10 1035 4775 95.5 4.5

5. 6.3 145 4920 98.4 1.6

6. 4.75 40 4960 99.2 0.8

7. Pan 40 5000 100 0

0 5000 100 0

Fineness modulus: 6.75

30

Table 4.2 - Sieve Analysis of Demolished Aggregate

Weight of aggregate taken = 5000gm

S.No IS

Sieve

No.

Weight Retained

in (Grams)

Cumulative

Weight Retained in

(Grams)

Cumulative

Percentage Weight

Retained (X)

Cumulative

Percentage Weight

Passing

N= 100-X

1. 26.5 180 180 3.6 96.4

2. 20 2760 2940 58.6 41.4

3. 12.5 1920 4860 97.2 2.8

4. 10 110 4970 99.4 0.6

5. 6.3 20 4990 99.8 0.2

6. 4.75 10 5000 100 0

7. Pan 0 5000 100 0

Fineness modulus : 5.85

31

Plate 4.1 A VIEW OF PLASTIC WASTE GRANULES

Plate 4.2 A VIEW OF THE DEMOLISHED AGGREGATE USED

32

PLATE 4.3 A VIEW OF SET OF SIEVES PLATE 4.4 A VIEW SET OF SIEVES

FOR FINE AGGREGATE FOR COARSE AGGREGATE

PLATE 4.5 A VIEW OF SLUMP CONE TEST PLATE 4.6 A VIEW OF THE MOULDS

BEING DONE

33

PLATE 4.7 FRESH CONCRETE IN PLATE 4.8 A VIEW OF CAST

THE MOULD SPECIMENS IN MOULDS

PLATE 4.9 SPECIMENS IN CURING TANK

34

PLATE 4.10 A VIEW OF COMPRESSION PLATE 4.11 A VIEW OF SPLIT

TESTING OF CUBE TENSILE STRENGTH TEST OF CYLINDER

PLATE 4.12 A VIEW OF TESTING OF IMPACT SPECIMEN

35

PLATE 4.13 AFTER TESTING OF SPECIMENS

36

CHAPTER-5

DISCUSSION OF TEST RESULTS

This chapter explains about the fresh properties of concrete such as Workability,

Density, and Compaction factor and also hardened properties such as compressive strength,

split tensile strength, impact resistance. A comprehensive summary of the test results of the

properties of all the concrete mixes are presented in tables and charts.

5.1 Properties of Fresh Concrete:

Visual observations during mixing and compaction of all the concretes suggested that

the concretes were homogeneous; there was no segregation and bleeding, the mixes were

compactable. The fresh state performance of the Plastic waste and Recycled aggregate

concretes was comparable with control concrete. This observation suggests that addition of

Recycled aggregate decreases workability. The workability and densities of fresh concretes

were also tested and presented in Table 5.1.1 and Table 5.1.2. Fig 5.1.1 shows relationship

between density of the concrete and % of Plastic waste and Recycled aggregate replacement,

there was good relationship between the variables.

From the table 5.1.1 and figure 5.1.1 it may be observed that the density gets reduced

with the replacement of sand by plastic waste and coarse aggregate with demolished

aggregate from 0 to 50%.

The density of 100% natural aggregate concrete is 2400 kg/m3 and density of F (10%

Plastic waste and 50% Demolished waste) concrete mix is 2100 kg/m3.

5.2 Properties of Hardened Concrete:

Compressive Strength:

The Cube compressive strength results with constant percentage replacement of fine

aggregate by plastic waste and varying percentage replacement of coarse aggregate by

demolished aggregate are presented in Table 5.2.1. The graphical variation of compressive

37

strength versus percentage replacement of fine aggregate by plastic waste and varying

percentage replacement of coarse aggregate by demolished aggregate are presented in Fig

5.2.1. From the above Table and Figure it may be observed that there is a decrease in

compressive strength with 10% Plastic waste and 0% to 50% replacement of demolished

waste in place of natural sand and coarse aggregate.

Split Tensile strength:

The Cylinder Split tensile strength results with constant percentage replacement of

fine aggregate by plastic waste and varying percentage replacement of coarse aggregate by

demolished aggregate are presented in Table 5.2.2. The graphical variation of Split tensile

strength versus percentage replacement of fine aggregate by plastic waste and varying

percentage replacement of coarse aggregate by demolished aggregate are presented in Fig.

5.2.2. From the above Table and Figure it may be observed that there is a decrease in

compressive strength with 10% Plastic waste and 0% to 50% replacement of demolished

waste in place of natural sand and coarse aggregate.

Impact Resistance Test:

The Impact resistance test results with constant percentage replacement of fine aggregate by

plastic waste and varying percentage replacement of coarse aggregate by demolished

aggregate are presented in Table 5.2.3. The graphical variation of Impact energy versus the

type of mix are presented in Fig 5.2.3

38

WORKABILITY OF CONCRETE

Table 5.1.1

Mix Name % of Plastic

Waste

% of

Demolished

Waste

Slump in mm Compaction

Factor in %

N 0 0 80 85.00

A 10 0 100 89.00

B 10 10 90 82.50

C 10 20 75 89.20

D 10 30 50 83.40

E 10 40 30 82.10

F 10 50 20 84.30

DENSITIES OF PLASTIC WASTE AND DEMOLISHED AGGREGATE

CONCRETE

Table 5.1.2

S.No Mix Name % of Plastic

Waste

% of

Demolished

Waste

Density in kg/m3

1 N 0 0 2373

2 A 10 0 2135

3 B 10 10 2270

4 C 10 20 2174

5 D 10 30 2188

6 E 10 40 2165

7 F 10 50 2130

39

CUBE COMPRESSIVE STRENGTH

Table 5.2.1

S.No Mix Name Compressive strength (fck) in

N/mm2

7 Days 28 Days

1 Conventional Concrete (N) 16.30 29.30

2 Concrete with 10% PW and 0%

RCA

9.41 21.60


RCA

14.07 24.40


RCA

8.15 30.96


RCA

10.74 27.50


RCA

11.11 25.75


RCA

8.15 22.30

CYLINDER SPLIT TENSILE STRENGTH

Table 5.2.2

S.No Mix Name Split tensile strength (ft) in N/mm2

7 Days 28 Days

1 Conventional Concrete (N) 2.30 2.70


RCA

1.96 2.23


RCA

2.04 2.39


RCA

1.75 2.32


RCA

1.70 1.94


RCA

1.68 1.86


RCA

1.67 1.72

40

IMPACT RESISTANCE TEST RESULTS

Table 5.2.3

S.No Mix

Code

Mix Name Initial Crack

Impact Energy

(Nm) at 28

Days

1 N Conventional Concrete 9661.20

2 A Concrete with 10% PW and 0% RCA 6492.80

3 B Concrete with 10% PW and 10% RCA 5617.60

4 C Concrete with 10% PW and 20% RCA 7408.70

5 D Concrete with 10% PW and 30% RCA 6954.14

6 E Concrete with 10% PW and 40% RCA 6085.72

7 F Concrete with 10% PW and 50% RCA 5102.00

41

Fig 5.1.1 Density of Concrete Vs. Percentage Replacement of Plastic waste and Demolished

Aggregate

Fig 5.2.1 Cube Compressive strength Vs. Percentage Replacement of Plastic waste and


2000

2050

2100

2150

2200

2250

2300

2350

2400

Den

sity

Of

Con

cere

te i

n k

g/m

3

Type Of Mix

FA and CAreplaced withPW and RCA

0

5

10

15

20

25

30

35

Com

pre

ssiv

e S

tren

gth

of

Cu

be

at

28

Days

In N

/mm

2

Type Of Mix

7 Days

28 Days

42

Fig 5.2.2 Split Tensile Strength Vs. Percentage Replacement of Plastic waste and


Fig 5.2.3 Impact Energy of Concrete Vs. Percentage Replacement of Plastic waste and


0

1

2

3

4

5

6

7

8

Sp

lit

Ten

sile

str

ength

of

cyli

nd

er a

t 28

Days

in N

/mm

2

Type Of Mix

7 Days

28 Days

0

2000

4000

6000

8000

10000

12000

Imp

act

En

ergy O

f S

pec

imen

at

28

days

in N

m

Type Of Mix

ImpactEnergyAt FirstCrack

43

Plate 5.1 CRACK PATTERN OF CUBE, CYLINDER AND IMPACT SPECIMEN

44

CHAPTER-6

CONCLUSIONS & RECOMMENDATIONS

From the work carried in this investigation following tentative conclusions can be

drawn

1. Use of Plastic waste results in the formation of lightweight concrete.

2. The density of concrete is found to decrease with the increase in percentage

replacements of sand by plastic waste and natural aggregate by demolished

aggregate.

3. A small reduction in workability of resultant concrete has been observed

4. However maximum strength was shown by concrete mix having 10% plastic

waste aggregates and 20% demolished aggregates. Hence this is supposed to be

the best combination with respect to compressive strength. On overall basis, it is

observed that compressive strength increases with increase in demolished

aggregate content and reaches an optimum value of 20% (and 10% plastic waste)

and afterwards it gets decreased for various contents of demolished aggregate.

5. The Split tensile strength of Plastic waste and recycled aggregate concrete is seen

to decrease with increase in percentage of demolished aggregate (and also plastic

waste) content and reaches an optimum value at 20% (and 10% plastic waste) and

afterwards gets decreased with increase in content of demolished aggregate.

6. Use of these waste materials not only cuts down the cost of construction, but also

contributes in safe disposal of waste materials.

7. The production cost decreased remarkably.

45

8. Based on the experimental investigations conducted, it is concluded that plastic

waste and demolished waste is in no way inferior to other natural materials.

9. This investigation concludes that, disposal of these (plastic and demolished)

wastes is no longer a problem and this technique reduces the hazardous impact

on environment.

RECOMMENDATIONS

The following recommendations are done from the investigation :

1. This type of concrete can be effectively used in construction of simple,

unimportant and non-load bearing structures.

2. This type of concrete can be used in making of lightweight concrete.

3. This type of concrete can be used in laying roads in rural areas and also for

construction of footpaths.

4. In future, work should be done in such a way that the percentage of plastic waste

is also to be varied in different percentages along with the demolished waste to

know its characteristics and performance.

5. Sand and Coarse aggregate can be replaced successfully in concrete.

6. Work can be carried out on other wastes such as E-waste, PVC waste etc., for its

replacement in place of fine aggregate.

46

APPENDIX–1

CONCRETE MIX DESIGN FOR M25 GRADE

DESIGN PROCEDURE:

a) Characteristic compressive strength required

In the field at 28 days : 25 N/mm2

b) Maximum size of aggregate : 20mm

c) Degree of workability as per IS 456-2000 : 0.90

d) Degree of quality control : medium

e) Type of exposure : mild

TEST DATA FOR MATERIALS

a) Cement- ordinary Portland cement 53 grade satisfying the requirement of IS:269-

1976*

b) Specific gravity of cement : 3.15

c) Specific gravity

i) Coarse aggregate : 2.64

ii) Fine aggregate : 2.60

d) Specific gravity

i) Waste plastic : 0.87

e) Water absorption

i) Coarse aggregate : Nil

ii) Fine aggregate : Nil

47

f) Free (surface) moisture

i) Coarse aggregate : Nil

ii) Fine aggregate : Nil

g) Finess modulus(sieve analysis)

i) Coarse aggregate : 9.09

ii) Fine aggregate : 3.20

Target Mean Strength of Concrete:

𝑓ck = fck+ (t x S)

𝑓ck=𝑓𝑐𝑘 + 1.65𝑥𝑆

𝑓ck= 25 + 1.65𝑥4

= 31.6 𝑚𝑝𝑎

Where,

𝑓ck = target average compressive strength at 28 days.

fck =characteristic compressive strength at 28 days.

S=Standard deviation.

t =Assumed as per IS 456-2000=1.65

48

SELECTION OF WATER-CEMENT RATIO

Water-Cement Ratio:

Adopt water cement ratio as 0.45

Selection of water and sand content:

For 20mm nominal maximum size aggregate and sand confirming to grading zone I, water

content per cubic meter of concrete = 186 kg and sand content as percentage of total

aggregate by absolute volume = 35% .

Minimum cement content as per table IS 456 – 2000 = 300

49

65% of coarse aggregate – 35% of fine aggregate

Therefore, required sand content as percentage of total aggregate by

Absolute volume = 35-0.9 = 34.1%

Required water content = 186+ (3/100)*186 = 191.6 lit/m3

Determination of cement content:

Water cement ratio = 0.45

Water = 191.6 lit

Cement = 426 kg/m3

This cement content is adequate for mild exposure as per IS 456-2000.

Change in condition

Percentage adjustment required

Water content percentage Sand in total aggregate

For decrease in water-

cement ratio

(0.55-0.45=0.10)

0%

-2.4%

For increase in compaction

actor

(0.9-0.8=0.1)

+3%

0%

For sand confirming to

zone –I

0%

+1.5%

Total +3% -0.9%

50

Determination of coarse and Fine Aggregate Content:

For the specified maximum size of aggregate of 20mm, the amount of entrapped air in the

wet concrete is 2%

V= [W+C/SC+(1/P)*Fa/Sfa]*1/1000

0.98=(191.6 +426

3.15+

1

0.341∗

𝑓

2.64) ∗

1

1000

Fine aggregate (fa) = 579.093 kg/m3

V= [W+C/SC+(1/P)*Ca/Sca]*1/1000

0.98=(191.6 +426

3.15+

1

1−0.341∗

𝑐

2.64) ∗

1

1000

Coarse aggregate (ca) = 1136.35kg/m3

WATER CEMENT F.A C.A

192 : 426 : 579 : 1136

0.45 : 1 : 1.36 : 2.66

ACTUAL QUANTITIES REQUIRED FOR THE MIX PER BAG OF

CEMENT

This mix is 0.45: 1: 1.36: 2.66 (by mass). For 50 kg of cement, the quantities of materials are

worked out as below:

Cement =50 kg

Water content = 22.5 litres

Fine aggregate = 68 kg

Coarse aggregate = 133 kg

51

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54

PROJECT ASSOCIATES

Ranganath Ballast

S.Sai Krishna Yadav

N. Ravteja

55

S.Sanjeev Kumar

B.Vijay

CH.Sudheer

Documents

Utiliszation of plastic waste and demolished waste in partial replacement of fine and coarse aggregate in Concrete mix