Use plastic waste in concrete

“Use of Plastic Waste
Submitted in partial fulfilment of the requirements
Submitted By:-
Vedprakash Jangid (15CE57)
Vaibhav Kumar Pandey (15CE
Kamlendra Kumar Yadav (15CE
Rajkumar Rawat (15CE39)
Pritam Asawara (16CE74D)
Department of Civil Engineering
Government Engineering College, Ajmer
A
Project report
on
Plastic Waste in Concrete as Coarse Aggregate”
Submitted in partial fulfilment of the requirements
For the degree of
Bachelor of Technology
Supervised By:
57) Dr. Sankalp
Vaibhav Kumar Pandey (15CE55) Mr. Dharmendra Singh Dhaka
Kumar Yadav (15CE18)
)
Government Engineering College, Ajmer
2019
Coarse Aggregate”
Supervised By:-
Dr. Sankalp
Mr. Dharmendra Singh Dhaka

i
Candidate’s Declaration
I hereby declare that the work, which is being presented in the major project report, entitled
“Use of Plastic Waste in Concrete as Coarse Aggregate” in partial fulfilment for the award of
Degree of “Bachelor of Technology” in Department ofCivil Engineering, Government
Engineering College Ajmer Rajasthan Technical University, Kota is a record of my own
investigations carried under the Guidance of Dr. Sankap and Mr. Dharmendra Singh Dhaka,
Department of Civil Engineering, Government Engineering College Ajmer.
I have not submitted the matter presented in this report anywhere for the award of any other
Degree.
Vaibhav Kumar Pandey
Vedprakash Jangid
Kamlendra Kumar Yadav
Pritam Asawara
Rajkumar Rawat
Government Engineering College Ajmer

ii
CERTIFICATE
This is to certify that Vaibhav Kumar Pandey, Vedprakash Jangid, Kamlendra Kumar
Yadav, Pritam Asawara, Rajkumar Rawatof VIII Semester, Bachelor of Technology
(Civil Engineering) 2018-19, has submitted the seminar report titled “Earthquake Resistant
Buildings” in partial fulfilment for the award of the degree of Bachelor of Technology in
Civil Engineering from Rajasthan Technical University, Kota.
(Dr. Sankalp)
Assistant professor (NPIU)
(Mr. Dharmendra Singh Dhaka)
Assistant Professor (NPIU)

iii
Abstract
Due to increase in population the demand of plastic material is also increased if plastic
material is formed then the plastic waste also generated. And the construction of buildings
also increased so the shortage of natural aggregate is a serious problem. To reduce both the
problems of disposing of plastic waste and saving the natural aggregates we can use the
generated plastic waste in construction of buildings by partially substituting the natural
aggregate by plastic waste.
As 100% replacement of natural coarse aggregate (NCA) with plastic coarse aggregate (PCA)
is not feasible, partial replacement at various percentage were examined. Natural coarse
aggregates are replaced by 5%, 10% and 15% with plastic coarse aggregates. Compressive
strength of these concrete prepared with plastic coarse aggregates are tested.

iv
Acknowledgment
I take this opportunity to express my gratitude to all those people who have been directly and
indirectly with me during the competition of this project.
I pay thank to Dr. Ganpat Singh, Head of Department of Civil Engineering and project co-
ordinator who gave me this opportunity to complete the project on use of “Use of plastic
waste in concrete as coarse aggregate”
I pay thank to Mr. Dharmendra Singh Dhaka and Dr. Sankalp who has given guidance and a
light to me during this project. His versatile knowledge about “Use of plastic waste in
concrete as coarse aggregate” has eased me in the critical times during the span of this major
project.
A special gratitude I give to our final year project co-ordinator, Mr. Pravesh Saini, whose
contribution in stimulating suggestions and encouragement, helped me to coordinate my
project especially in writing this report.
I would like to express my gratitude towards my parents for their kind co-operation and
encouragement which help me in completion of this project.
My thanks and appreciations also go to my colleague and college staff in developing the
project and people who has willingly helped me out with their abilities.
Thank you
Vaibhav Kumar Pandey
Vedprakash Jangid
Kamlendra Kumar Yadav
Pritam Asawara
Rajkumar Rawat
B. Tech Final Year
(Civil Engineering)

vi
Contents
Candidate’s Declaration ................................................................................................................... i
CERTIFICATE................................................................................................................................ ii
Abstract ..........................................................................................................................................iii
Acknowledgment............................................................................................................................ iv
LIST OF FIGURES......................................................................................................................viii
List of Graph................................................................................................................................... ix
List of Tables................................................................................................................................... x
Chapter 1 Introduction..................................................................................................................... 1
1.1 Advantages of use of plastic in concrete.......................................................................... 1
1.2 Detail of Project................................................................................................................ 2
Chapter 2 Literature Review ........................................................................................................... 3
Chapter 3 Detail of Materials .......................................................................................................... 7
3.1 Coarse Aggregates............................................................................................................ 7
3.1.1 Specific gravity test .................................................................................................. 7
3.2 Fine Aggregates.............................................................................................................. 10
3.2.1 Pycnometer test for specific gravity ....................................................................... 10
3.2.2 Sieve analysis.......................................................................................................... 13
Chapter 4 Methodology Analysis and Calculations...................................................................... 16
4.1 Concrete Mix Design...................................................................................................... 16
4.1.1 Data Required for Concrete Mix Design ................................................................ 16
4.1.2 Concrete Mix Design of M25 Concrete.................................................................. 16
4.1.3 Estimation of the mix ingredients........................................................................... 17
4.1.4 Material for 6 Cubes and 2 Flexural Members of M25 .......................................... 18

vii
4.2 Casting............................................................................................................................ 19
4.2.1 Equipment............................................................................................................... 19
4.2.2 Materials for Casting .............................................................................................. 20
4.2.3 Casting of members ................................................................................................ 21
4.2.4 Marking on cubes.................................................................................................... 22
4.3 Testings .......................................................................................................................... 23
4.3.1 Compressive Strength............................................................................................. 23
4.3.2 Flexural Strength..................................................................................................... 26
4.4 Testing Reports............................................................................................................... 28
4.4.1 Strength at 7 days.................................................................................................... 28
4.4.2 Strength in 28 Days................................................................................................. 34
4.5 Broken cubes and beam.................................................................................................. 38
4.6 Analysis of test results.................................................................................................... 39
Chapter 5 Conclusion .................................................................................................................... 40
References ..................................................................................................................................... 41

viii
LIST OF FIGURES
Figure 1.1 plastic waste material used as coarse aggregates............................................................ 1
Figure 3.1 Coarse aggregates........................................................................................................... 7
Figure 3.2 Wire basket and weighing machine................................................................................ 8
Figure 3.3 Fine aggregates............................................................................................................. 10
Figure 3.4 Pycnometer................................................................................................................... 11
Figure 3.5 Thermostatically controlled oven................................................................................. 11
Figure 3.6 Sieve shaker.................................................................................................................. 14
Figure 4.1 Concrete mixer ............................................................................................................. 19
Figure 4.2 Curing tank................................................................................................................... 20
Figure 4.3 Vibrating table.............................................................................................................. 20
Figure 4.4 Marking on cubes ......................................................................................................... 22
Figure 4.5 Concrete filled moulds ................................................................................................. 23
Figure 4.6 Compression testing machine....................................................................................... 23
Figure 4.7 Four point flex.............................................................................................................. 26
Figure 4.8 Three point flex ............................................................................................................ 26
Figure 4.9 Flexural testing machine............................................................................................... 28
Figure 4.10 Broken cube and beam samples ................................................................................. 39

ix
List of Graph
Graph 4.1 Force v/s time graph for S1C4...................................................................................... 29
Graph 4.9 Force v/s time graph for S1 batch 28 days.................................................................... 35
Graph 4.10 Force v/s time graph for S2 batch 28 days.................................................................. 35
Graph 4.11Force v/s time graph for S3 batch 28 days................................................................... 36
Graph 4.12Force v/s time graph for S4 batch 28 days................................................................... 36

x
List of Tables
Table 3.1 Observation table for specific gravity of coarse aggregate.............................................. 9
Table 3.2 Observation table for specific gravity of fine aggregate................................................ 13
Table 3.3 Observation table for sieve analysis .............................................................................. 15
Table 4.1 Compression strength of concrete at various ages......................................................... 25
Table 4.2 Compressive strength of various grades of concrete .................................................... 25
Table 4.3 Observations for compressive strength at 7 days........................................................... 33
Table 4.4 Flexural strength at 7 days............................................................................................ 34
Table 4.5 Observations for compressive strength at 28 days......................................................... 37
Table 4.6 Results of flexural test at 28 days .................................................................................. 38

1
Chapter 1
Introduction
As the population is growing, wastes of various types are being generated. As the non–
decaying and low biodegradable waste materials are growing with consumer population, it is
resulting waste disposal problems. For cities and towns having a population of 2-5 million the
average per capita solid waste generation rate has been reported of 0.35 kg per person per
day. In Ajmer city the composition of solid waste has 30% polythene bags and 10% paper
and paper products. This plastic waste is increasing according to increment in population. So,
the problem with disposal of this waste is increasing day by day. Solution to this problem is
recycling wastes into useful products. As development is increasing day by day there is an
increase in construction and the maintenance work of structures. So, we are looking for new
concept of using waste plastics in cement concrete structures. This can produce eco-friendly
construction and can reduce the cost of the construction.
1.1 Advantages of use of plastic in concrete
This project is based on use of these plastic wastes in concrete as coarse aggregates. Use of
plastics waste in concrete can reduce the disposal problems and other environmental
problems which we are facing due to the increment in use of plastics.
Figure 1.1 plastic waste material used as coarse aggregates

2
This will also be beneficial in cost of construction works and will produce the light-weight
concrete. In future the use of plastics in concrete can reduce the problems if the availability of
aggregates decreases.In the areas where earthquake rate is high, the structures using plastic
waste material as partial replacement of natural coarse aggregates can be constructed.
1.2 Detail of Project
To check the suitability of plastic in concrete, different tests like compressive strength test,
workability test and flexural strength test were performed. A number of concrete mixes were
prepared in which natural coarse aggregates were partially replaced by waste plastic in
varying percentages by weight. Concrete cubes with replacement of plastic and without
replacement of plastic, were tested at room temperature and the results were compared. For
these tests eight cube samples were casted for compressive strength tests at seven days and
sixteen cubes were casted for twenty-eight days strength test. For flexural strength
characteristic of concrete with plastic, eight beams were also casted. The plastic waste
aggregates (PWA) used to replacement of natural coarse aggregate (NCA) was solid waste
generated from plastic bags. Proper shape and size of aggregates were given to these plastic
bags after melting at high temperature in machine. Plastic waste aggregates are shown in
figure 1.1. Plastic aggregates only which are coarser than 10mm was used in replacement of
natural aggregates. Natural coarse aggregates (NCA) was partially replaced as 5%, 10% and
15% by weight with plastic waste aggregates (PWA).After tastings, it was found that there
was a reduction in workability and compressive strength, after partially replacement of coarse
aggregates by plastic waste aggregates. So, these structures should be rarely used and 5% of
replacement can be allowed of natural coarse aggregates in concrete.

3
Chapter 2
Literature Review
Youcef Ghernouti et ali
, In this study he partially replaced the fine aggregates in concrete by
using plastic fine aggregate obtained from the crushing of waste plastic bags. He mixed the
fine aggregate in the proportion of 10%, 20%, 30% and 40%. And other concrete materials
are same for all mixtures. He observed that workability of concrete increasing in increment of
plastic waste. This is favourable for concrete because plastic cannot absorb water therefore
excessive water is available. He used slump test to check workability. If there is increase of
plastic bags waste, bulk density decreases. Flexural and compressive strength were tested at
28 days and reductions in both strengths with increasing percentage of plastic observed.
RaghatateAtulM.ii
, The paper is based on experimental results of concrete sample casted with
use of plastic bags pieces to study the compressive and split tensile strength. He prepares
concrete mix by using OPC cement, crushed granite stones as coarse aggregate and natural
river sand as fine aggregate, portable water free from impurities and containing varying
percentage of waste plastic bags (0%, 0.2%, 0.4%, 0.6% 0.8% and 1.0%). Compressive
strength of concrete specimen is decreasing (20% decrease in compressive strength with 1%
of addition of plastic bag pieces) with increasing percentage of plastic bag pieces. Tensile
strength was observed increasing by adding up to 0.8% of plastic bag pieces in the concrete
mix. It also starts decreasing when adding more than 0.8% of plastic bags pieces.
Praveen Mathew et al. [2013]iii
, To study effect on compressive strength, modulus of
elasticity, split tensile strength and flexural strength properties of concrete the suitability of
recycled plastic as partial replacement to coarse aggregate in concrete mix was observed. The
test results were based on 20% substitution of natural coarse aggregate with plastic aggregate.
Coarse aggregate from plastic was obtained by heating the plastic pieces and crushing to
required size of aggregate. The observed results was that plastic aggregate have low crushing
(2.0 as compare to 28 for Natural aggregate), low specific gravity (0.9 as compare to 2.74 for
Natural aggregate), and density value (0.81 as compare to 3.14 for Natural aggregate), as
compare to Natural coarse aggregate. Slump test observed the increment in workability of
mix. R L Ramesh et al.iv
, In this paper the tests were observed at different concrete mix
which were prepared with varying proportions (0%, 20%, 30% & 40%) of recycle plastic

4
aggregate. 1:1.5:3 mix proportion was used with 0.5 w/c ratio. A reduction in compressive
strength was reported with increase in percentage of replacing plastic aggregate (80%
strength achieved by replacing waste plastic up to 30%). result of the application of plastic
aggregate was light weight concrete.
Zainab Z. Ismail et al. [2007]v
, They conducted tests on concrete samples as partial
replacement of fine aggregate in concrete. Density, slump, compressive and flexural strength
and finally toughness were tested. They used 80% polyethylene and 20% polystyrene in
plastic waste. This plastic waste was crushed (varying length of 0.15-12mm and width of
0.15-4mm). He mixed ordinary Portland cement, fine aggregate (natural sand of 4.74mm
maximum size), coarse aggregate (max size below 20mm) and addition of 10%, 15% and
20% of plastic waste as sand replacement in concrete mixture. This test observed a sharp
decrease in slump with increasing the percentage of plastic. A decrement in fresh and dry
density with increasing the plastic waste ratio was also observed. Decrease in compressive
and flexural strength was observed by increasing the waste plastic ratio.
A Bhogayata et al. [2012]vi
, This study is based on use of shredded plastic bags in concrete
mix to be use in construction industry.48 cubes (150mm x 150mm x150mm) were prepared
for different test results from varying percentage of polyethylene fibres (0.3, 0.6, and 0.9 to
1.2% of volume of concrete) with conventional concrete material to prepare mixes. Two type
of plastic bag fibres were used, one cut manually (60mm x 3mm) and another shredded.
Cubes were tested for 7&28 days compressive strength and compaction. They observed good
workability of the mix with shredded fibres. A reduction in compressive strength and
compaction were also observed. No work was carries out on other concrete properties like
tensile strength, modulus of elasticity and density of concrete.
P. Suganthyet al.[2013]v
This study is based on the application of fine crushed plastic
(produce from melting and crushing of high density polyethylene) as replacement of fine
aggregate in concrete with varying known percentages. The main aim of this study is
optimum replacement of natural sand by plastic sand. five concrete mixes were produced
from specified concrete materials having replacement of fine aggregate (sand) by 0, 25, 50,
75 and 100% of fine crushed plastic sand respectively to study the test graph results of
various concrete properties. To achieve desired 90mm concrete slump water/cement ratio is
increased with increase replacement of sand with plastic particles. It is also observed from the

5
test results that strength of concrete specimen for plastic replacement up to 25% is gradually
decreased but decrease in strength is rapid for plastic replacement above 25% which shows
suitable replacement up to 25% of sand with plastic pulverized sand. It is also concluded after
testing of specimen (having different proportion of plastic replacement) for Ultimate and
yield strength that both strengths decreases with increase replacement of sand with plastic
particles. The main drawback of this study is that only compressive strength and w/c ratio
tests will not be sufficient to study detailed testing of concrete for suitable construction. The
other drawback of this study is that their will be no efforts were made to explore the use of
admixtures in controlling of compressive strength reduction in a mix containing plastics.
Khilesh Sarwe.[2014]vi
This study is based on addition of waste plastics along with steel
fibres with an objective to seek maximum use of waste plastic in concrete.Two different
concrete mixtures were casted in cubes (150mm x 150mm x 150mm), one with varying
percentages of plastic wastes (0.2%, 0.4%, 0.6%, 0.8% and 1% weight of cement) and
another concrete mix of plastics waste/steel fibres(0.2/0.1, 0.4/0.2, 0.6/0.3, 0.8/0.4 and 1/0.5
% by weight of cement) to study the compressive strength at 7 and 28 days strength. The
concrete mix of plastic waste and steel fibres has shown more strength as compare to
concrete mix prep only with plastic waste. According to the test results it is concluded that a
plastic waste of 0.6% weight of cement when used with steel fibre of 0.3 % (weight of
cement) has shown the maximum compressive strength. The main drawback of this study is
that Steel fibres when used along with plastic wastes will affect all the properties of concrete
but the researcher only focused on compressive strength property which does not give clear
picture of concrete behaviour.
M. Elzafraney et al. [2005]vii
This study is based on use of recycled plastic aggregate in
concrete material for a building to work out its performance with regards to thermal attributes
and efficient energy performance in comparison with normal aggregate concrete.
The plastic content concrete was prepared from refined high recycled plastics to meet various
requirement of building construction like strength, workability and finish ability and subject
to long and short term monitoring in order to determine energy efficiencies and level of
comfort and normal aggregate concrete also subjected to long and short term monitoring.
After loading it was observed that recycled plastic concrete building having good insulation
used 8% less energy in comparison of normal concrete. however, saving in energy was more

6
profound in cold climate in building with lower insulation. According to the test result it is
concluded that efficiency of energy can further be increase if recycle plastic of high thermal
capacity is used and it is also suggested the use of recycle plastic aggregate concrete being
economical and light weights are having high resistance to heat. The author should also
compare both buildings with regards to durability and strength.
Pramod S. Patil.et alviii
This study is based on use of plastic recycled aggregate as
replacement of coarse aggregate for production of concrete. They produce forty-eight cube
and six beams from the concrete mixes with replacement of coarse aggregate by variable
plastic percentages (0, 10, 20,30,40 and 50%). They have conducted various tests and
observed that density of concrete is decreased with increase percentage of replacement of
aggregate with recycle plastic concrete and it is also observed that decrease in compressive
strength for 7 and 28 days with increase in percentage of replacement of coarse aggregate
with recycle plastic aggregate. They have concluded that replacing by 20% plastic will satisfy
the permissible limits of strength. Again, these researchers limited their research to only
compressive strength property. The main drawback of this study is that no work was carried
out to study the other important properties of concrete and use of various admixtures in
concrete is defined to reduce loss of strength.

7
Chapter 3
Detail of Materials
Procurement all materials used for project work like coarse aggregates, fine aggregates,
cement and plastic waste. Essential information about these materials is collected from
different types of tests. Different tests to check their index properties are performed.
Information for different material is given below.
3.1 Coarse Aggregates
Using specific gravity test, specific gravity of aggregate is checked. This test is done to
measure the strength or quality of the material and water absorption test is done to the water
holding capacity of the coarse aggregates. Coarse aggregates used in project is shown in
Figure 3.1.
Figure 3.1 Coarse aggregates
Ratio of the weight of a given volume of aggregate to the weight of an equal volume of water
is known as specific gravity. It is performed to measure quality of the specific material.
Aggregates having low specific gravity are weaker than those with higher specific gravity
values.
3.1.1 Specific gravity test
Apparatus Required
1. A balance of capacity about 5kg

8
2. A thermostatically controlled oven to maintain temperature at 100-110° C
3. A wire basket
4. A container for filling water
Figure 3.2 Wire basket and weighing machine
Figure 3.2 shows the apparatus required for specific gravity test of coarse aggregates.
Procedure
1. About 2 kg of aggregate sample is taken and washed thoroughly to remove fines,
drained and placed in wire basket and immersed in distilled water.
2. By lifting the basket containing it 25 mm above the base of the tank immediately after
immersion, the entrapped air is removed from the sample by dropping at the rate of
about one drop per second. The basket and aggregate should be remained completely
immersed in water for a period of 24 hour.
3. Then the basket and the sample are weighed while suspended in water. The weight is
noted asW1g.

9
4. The basket and aggregates are taken out from water and allowed to drain, after a few
minutes the aggregates are surface dried with the dry absorbent clothes. The empty
basket is then immerged in water and weighed in water as W2 g. And the surface dried
aggregate is weighed as W3 g.
5. The aggregate is kept in an oven at a temperature of 110° C for 24 hrs. After
removing from the oven, these are cooled in an air tight container and weighted as
W4g.
Observed values of weight are shown in Table 3.1.
Observations of Test
Table 3.1 Observation table for specific gravity of coarse aggregate
Sr. No. Descriptions
Observed values
(gm.)
1 Weight of saturated aggregate suspended in water
with basket (W1)
3927.1
2 Weight of basket suspended in water(W2) 2644.3
3 Weight of saturated surface dry aggregate in air(W3) 2002.3
4 Weight of oven dry aggregate (W4 ) 1995.2
5 Weight of saturated aggregate in water = (W1 – W2 ) 1282.8
6 Weight of water equal to the volume of the aggregate
(W3–( W1–W2))
719.5

10
Formulas
 speci ic gravity =
4
( 3 1 2)
 Apparent speci ic gravity =
4
( 4 – ( 1– 2))
 Water Absorption =
( 3– 4 )
4
Results
1. Specific gravity = 2.77
2. Apparent specific gravity = 2.8
3. Water Absorption= 0.37%
3.2 Fine Aggregates
For samples smaller than 10 mm Pycnometer test is used and specific gravity is tested for
sand according to IS: 2386 (Part-3). Fine aggregates used are shown in figure 3.3.
Figure 3.3 Fine aggregates
3.2.1 Pycnometer test for specific gravity
Apparatus required
1. Pycnometer
2. Thermostatically controlled oven
Pycnometer and thermostatically controlled oven is shown in figure 3.4 and figure 3.5
respectively.

11
Figure 3.4 Pycnometer
Figure 3.5 Thermostatically controlled oven

12
Procedure
1. 500 g of fine aggregate is taken in a tray and cover it with distilled water at
temperature of 22 to 32°C. Remove air entrapped in the surface of the aggregate.
Sample should be immersed under water for 24 Hrs.
2. Now drain out the water from the sample, using a filter paper. Air dry aggregates
retain on the filter paper. Now weight the saturated and surface-dry sample (A).
3. Now aggregate places in the pycnometer and fill it with distilled water. Remove
entrapped air from pycnometer. Weight the pycnometer in this condition (B).
4. Empty the material of the pycnometer into a tray. Fill the pycnometer with distilled
water again and measure the weight (C).
5. Oven-dry the aggregate in the tray at a temperature of 100 to 110 C for 24 hrs. Take
out and cool the aggregates and calculate its weight (D).
6. Calculate the specific gravity, apparent specific gravity and the water absorption as
follows:
Observed values of weights are shown in table 3.2.
Formulas
 Speci ic gravity = ( )
 Apparent Speci ic gravity = [ ( )]
 Water absorption (in %) =
( )
Results
1. Specific gravity = 2.60
2. Apparent specific gravity = 2.64
3. Water absorption = 0.40%

13
Observations table
Table 3.2 Observation table for specific gravity of fine aggregate
Sr.
No.
Descriptions Sample 1 Sample 2 Sample 3 Average
1 Weight in gm of saturated
surface-dry sample(A)
500 500 500 500
2 Weight in gm of pycnometer
containing sample and filled
with distilled water (B)
1813 1800.7 1795.4 1803.0
3 Weight in gm of pycnometer
filled with distilled water
only(C)
1504 1492 1486 1494
4 Weight in gm of oven dried
sample only(D)
495 498 498 497
To check the zone of sand, sieve analysis test is performed. This is given as following.
3.2.2 Sieve analysis
Apparatus
1. Stack of test sieves
2. Balance (with accuracy to 0.01g)
3. Sieve shaker
4. Oven
Apparatus for sieve analysis is shown in figure 3.6.

14
Figure 3.6 Sieve shaker
Procedure
1. Sieves of sieve shaker should be cleaned.
2. Weight of receiving pan is recorded.
3. Take 2 kg sample passing through 10 mm IS sieve.
4. Weigh the specimen and record its weight.
5. Arrange the sieves in order of 10 mm, 4.75mm, 2.36mm, 1.18mm, 0.600mm,
0.300mm,
6. 0.150mm and pan at last from the top.
7. Lid should be at the top of sieves.
8. Fix the sieve stack on the sieve shaker.
9. Allow the sieve shaker for 3 minutes of sieving.
10. Now remove the sieve stack from the machine and weight of material retained on
each sieve and receiving pan separately.
11. Find out the weight of cumulative percentage passing and check the range according
to IS code 383 – 1970 in which result comes. Result from sieve analysis test are
shown in table 3.3. Now zone of sand can be find out.

15
Observation table
Table 3.3 Observation table for sieve analysis
Sr.
No.
IS
Sieve
(mm)
Wt.
Retained
(gm)
Cumulative
Retained
(gm)
Cumulative
% retained
Cumulative %
passing
1 10 0 0 0 100
2 4.75 199.1 199.1 9.955 90.045
3 2.36 325.1 524.2 26.21 73.9
4 1.18 415.9 940.1 47.00 53
5 0.600 412.7 1352.8 67.64 32.36
6 0.300 415.0 1767.8 88.39 11.61
7 0.150 141.0 1909 95.45 4.55
8 pan 91.0 2000 - -
Result
Sand used is from zone-1 according to IS code 383 – 1970

16
Chapter 4
Methodology Analysis and Calculations
4.1 Concrete Mix Design
4.1.1 Data Required for Concrete Mix Design
1. Specific gravity of cement — 3.15
2. Specific gravity of FA — 2.6
3. Specific gravity of CA — 2.77
4. Water absorption for fine aggregates -0.40%
5. Water absorption for coarse aggregates -0.37%
6. Fine aggregates confirm to Zone I of IS – 383
4.1.2 Concrete Mix Design of M25 Concrete
 Target Strength
5% risk factor is 1.65.
In this case standard deviation is taken from IS:456 against M 25 is 4.0.
ftarget = fck + 1.65 x S
= 25 + 1.65 x 4.0
= 31.6 N/mm2
Where,
S = standard deviation in N/mm2
= 4 (as per table -1 of IS 10262- 2019)
 Water / cement ratio
From Table 5 of IS 456, (page no 20)
Maximum water-cement ratio for Mild exposure condition = 0.55 Based on experience, adopt
water-cement ratio as 0.44 (curve-1, IS-10262)
0.44 < 0.55, hence OK.
 Water Content per cubic metre
From Table 4 of IS 10262- 2019,
Maximum water content for 20 mm nominal size of aggregate = 186 Kg for 25-50mm slump
value
Slump value in present case – (50-75 mm)

17
Estimated water content = 186+ (3/100) x 186
= 191.6 kg /m3
 Cement Content
Water-cement ratio = 0.44
Corrected water content = 191.6 kg /m3
Cement content = 191.6/0.44
= 435.45
From Table 5 of IS 456,
Minimum cement Content for mild exposure condition = 300 kg/m3
435.45 kg/m3
> 300
kg/m3
OK.
Maximum cement content = 450 kg/m3
Estimation of Coarse Aggregate proportion
From Table 5 of IS 10262- 2019,
For Nominal maximum size of aggregate = 20 mm,
Zone of fine aggregate = Zone I
And For w/c = 0.5
Volume of coarse aggregate per unit volume of total aggregate = 0.60 m3
Note 1: For every ±0.05 change in w/c, the coarse aggregate proportion changes by 0.01. If
the w/c is less than 0.5 (standard value), volume increases to reduce the fine aggregate
content.
If the w/c is more than 0.5, volume reduces to increase the fine aggregate content.
Hence, correction in volume according to 0.44 w/c ratio
=0.60+0.012
= 0.612
Volume of fine aggregates = 1 - 0.612
= 0.388
4.1.3 Estimation of the mix ingredients
1. Volume of concrete = 1 m3
2. Volume of entrapped air = 1% = 0.01m3
(Clause – table – 3 IS code (10262 – 2019))

18
3. Volume of cement = X
= (435.45/3.15) x (1/1000)
= 0.138 m3
4. Volume of water = X
= (191.6/1) x (1/1000)
= 0.1916 m3
5. Volume of total aggregates = (a – b)- (c + d)
= (1– 0.01) – (0.138 + 0.1916)
= 0.6604 m3
6. Mass of coarse aggregates = 0.6604 x 0.612 x 2.77 x 1000
= 1119.50 kg/m3
7. Mass of fine aggregates= 0.6604 x 0.388 x 2.6 x 1000
= 662.2 kg/m3
Cement content = 435.45 kg/m3
Water = 196.6 kg
Fine aggregates = 662.2 kg
Coarse aggregates = 1119.5 kg
(CEMENT : F.A : C.A : WATER) = (1 : 1.53 : 2.57 : 0.44)
4.1.4 Material for 6 Cubes and 2 Flexural Members of M25
Cube dimensions = 150×150×150 mm3
Dimensions of Flexural member = 150×150×700 mm3
1. Total volume of mixture = 0.05175 m3
2. Cement content = 22.53 kg
3. Water = 9.915 kg
4. Fine aggregates = 34.47 kg
5. Coarse aggregates = 57.91 kg

19
4.2 Casting
The acceptance criteria of quality concrete are given in IS-456. In all the cases, for check of
the criterion for acceptance or rejection of the concrete is the compressive strength at 28-
days. 7 days compressive strength of concrete can also be used to get a relatively quicker idea
of quality of concrete.
For the compression strength and flexural strength testing, four castings were completed with
0%, 5%, 10% and 15% replacement of natural coarse aggregates with the plastic waste
aggregates. In every casting number of six cube specimens of dimension 150 x 150 x 150 mm
were casted for testing of compression strength at 7 days and at 28 days. Two beams were
also casted in every casting for flexural strength test at 7 days and 28 days intervals. Total
number of twenty-four cube specimens and eight specimens of beams were casted.
4.2.1 Equipment
The following equipment are used for the casting of concrete cubes.
1. Sample tray
2. Mould for making test cube
3. Trowel
4. Compacting bar
5. Curing tank
6. Concrete mixer
Concrete mixer,Curing tank and Vibrating tableis shown in figure 4.1, figure 4.2 and figure
4.3 respectively.
Figure 4.1 Concrete mixer

20
Figure 4.2 Curing tank
Figure 4.3 Vibrating table
4.2.2 Materials for Casting
All material for preparation of concrete were arranged. Using weight machine aggregates,
cement and water were weighted accurately according to design mix. proportion.
For first simple M25 concrete cube casting, weights of materials were
2. Water = 9.915 kg

21
4. Coarse aggregates = 57.91 kg
For second concrete cube casting with 5% replacement of natural aggregates with plastic
waste aggregates, weights of materials were
2. Water = 9.915 kg
4. Natural coarse aggregates = 55.02 kg
5. Plastic waste aggregates = 2.89kg
For third concrete cube casting with 10% replacement of natural aggregates with plastic
2. Water = 9.915 kg
5. Plastic waste aggregates = 5.79 kg
For fourth concrete cube casting with 15% replacement of natural aggregates with plastic
2. Water = 9.915 kg
5. Plastic waste aggregates = 8.68 kg
4.2.3 Casting of members
1. Removing of cube and beam mould plates these were properly cleaned and bolts
made fully tight. On all the faces of the mould a thin layer of oil was applied. Total
six cubes and two flexural members were prepared.
2. Concrete sample were prepared by mixing the all samples or materials in machine
mixture.
3. The sample of concrete was filled into the cube moulds in 3 layers with 35 strokes
using tamping rod after filling each layer. Each layer was approximately 5 cm deep.
4. For symmetrical distribution of concrete, it was compacted using table vibrator.

22
5. After vibrations, finishing of top surface was done.
6. Now the concrete cubes were stored under shed at room temperature for 24 hours.
7. After 24 hours, cubes were removed from moulds and marking on cubes was done on
it. After marking cubes were stored in water at a temperature 24o
C to 30o
C till the 7 or
28-daysaccording to age of testing.
4.2.4 Marking on cubes
Marking on cubes shown in figure 4.4, were completed as following
Marking on cubes were SmCnand beams were marked as SmBn
Where, m = serial number of casting n = serial number of specimen cube in a casting
SmCnis identified as nth cube specimen of mth casting,
SmBnis identified as nth beam specimen of mth casting,
Examples,
S1C1 = first cube of first casting
S2C3= third cube of second casting
S3C5 = fifth cube of third casting
S4C6 = sixth cube of fourth casting
S1B2=second beam specimen of first casting
Figure 4.4 Marking on cubes

23
Figure 4.5 Concrete filled moulds
Concrete filled moulds are shown in figure 4.5.
4.3 Testings
4.3.1 Compressive Strength
4.3.1.1 Definition
The ability of material or structure which carries the loads on its surface without any crack or
deflection is known as Compressive strength. Compression tends to reduce the size of a
material, while it is in tension, size elongates.
Compressive Strength =
load
area
4.3.1.2 Apparatus for Concrete Cube Test
Compression testing machine, which is shown in figure 4.6.
Figure 4.6 Compression testing machine

24
4.3.1.3 Procedure of compression test
1. The specimen was taken out from water after specified curing time and removed
excess water from the surface.
2. Check the dimension of the specimen and note the weight of specimen using weight
machine.
3. The specimen was placed in the machine in such a manner that the load should be
applied to the opposite sides of the cube cast.
4. Aligned the specimen centrally on the base plate of the machine.
5. Now the load was applied gradually continuously and without shock at the rate of 140
kg/cm2
/minute till the specimen fails.
6. When the specimen fails, the machine stops automatically.
7. Now maximum load was recorded and got a report.
Minimum tested numbers of tested specimens should be three at each selected age. Results of
a specimen should be rejected if its strength varies by more than 15 % of average strength.
4.3.1.4 Data required
1. Specimen Age day
2. Specimen Shape
3. Specimen Size
4. Width mm
5. Area mm²
6. Ultimate Force
7. Ultimate Stress
8. Weight kg
9. Test Date Test Time
10. Average strength
4.3.1.5 Compressive Strength of Concrete at Various Ages
Strength of concrete increases with age which is showing in table 4.1 and at different grade of
concrete compressive strength at 7 days and 28 days are shown in table 4.2.

25
Table 4.1 Compression strength of concrete at various ages
Age Strength percent
3 days 40%
7 days 65%
14 days 90%
28 days 99%
4.3.1.6 Compressive Strength of Different Grades of Concrete at 7 and 28 Days
Table 4.2 Compressive strength of various grades of concrete
Grade of
Concrete
Minimum compressive strength
N/mm2 at 7
days
Specified characteristic compressive
strength
(N/mm2) at 28 days
M15 10 15
M20 13.5 20
M25 17 25
M30 20 30
M35 23.5 35
M40 27 40
M45 30 45

26
4.3.2 Flexural Strength
4.3.2.1 Flexural Test on Concrete
Test is used for evaluation of the tensile strength of concrete indirectly. Flexural tests the
ability to withstand failure in bending of unreinforced concrete beam.
Its result is expressed in terms of modulus of rupture which denotes as (MR) in MPa or psi.
There are two methods to conduct flexural test
1. Three-point flex test
2. Four-point flex test
Figure 4.7 Four point flex
Figure 4.8 Three point flex
Three point and Four point flex are shown in figure 4.7 and figure 4.8 respectively.
The modulus of rupture value obtained by three point flex test is smaller than four-point flex
test by around 15 percent.

27
It is observed that modulus of rupture remains low if is achieved when concrete specimen is
larger size.
Finally, the following equation is used to find out flexural strength of concrete using
compressive strength. This can be used in design calculations not in laboratory tastings.
= 0.75 ′
Where:
fr: Modulus of rupture
fc‘: concrete compressive strength
4.3.2.2 Factors Affecting Flexural Test Results
1. Concrete specimen preparation
2. Specimen size
3. Moisture condition of the concrete specimen
4. Curing of the concrete specimen
5. And whether the specimen is moulded or sawed to the required size
4.3.2.3 Apparatus for Flexural Test on Concrete
1. Testing machine capable of applying loads at a uniform rate without interruption of
shocks. Testing Machine is shown in figure 4.9.
2. Balance with accuracy of 1g
4.3.2.4 Procedure of Flexural Test on Concrete
1. The specimen was taken out from water after specified curing time and removed
excess water from the surface.
2. Check the dimension of the specimen.
3. Load the specimen in testing machine.
4. All information regarded to flexural test like pace rate and shape of beam etc. were
fixed in machine.
5. Started applying force on the specimen surface at the loading points.
6. When beam fails, machine stops automatically. Now the test number, peak load and
peak stress were recorded.
7. Turned off the machine again and cleaned it.

28
Figure 4.9 Flexural testing machine
4.3.2.5 Computation of Modulus of Rupture
The following expression is used for estimation of modulus of rupture:
MR =
P
b
x
L
d
Where:
MR: modulus of rupture
P: ultimate applied load indicated by testing machine
L: span length
b: average width of the specimen at the fracture
d: average depth of the specimen at the fracture
4.4 Testing Reports
4.4.1 Strength at 7 days
Different testing was completed after 7 days of curing. Total of two cube specimens per
casting were tested for compression strength test and one beam per casting were tested for
flexural strength test.
4.4.1.1 Cubes and beams used for 7 days strength test
The cubes specimens used for compression strength test was marked as S1C4, S1C5, S2C1,
S2C2, S3C1, S3C2, S4C1 and S4C2. Beams which were used for flexural strength testing were
marked as S1B1, S2B1, S3B1 and S4B1.Testing results of the above specimens are given as

29
following. Results of compressive strength and flexural strength are shown in table 6.3 and
6.4.
Graph 4.1 Force v/s time graph for S1C4

30

31

32
4.4.1.2 Average compressive strength at 7 days
Observed results from compression testing at 7 days strength are shown in table 4.3.

33
Table 4.3 Observations for compressive strength at 7 days
Sr.
No.
Casting
Marking on
cube
Compression strength
(MPa)
Average
compressive
strength per casting
1.
First
S1C4 22.9
22.7
2. S1C5 22.5
3.
Second
S2C1 15.1
16.4
4. S2C2 17.7
5.
Third
S3C1 17.9
16.5
6. S3C2 15.1
7.
Fourth
S4C1 15.6
14.5
8. S4C2 13.5

34
4.4.1.3 Average flexural strength at 7 days
Observed results from different flexural tests are shown in table 4.4.
Table 4.4 Flexural strength at 7 days
S.N. Marking
beam
on Peak
(KN)
load Peak stress
(MPa)
Modulus
rupture
(MPa)
of
1 S1B2 17.15 33.29 3.04
2 S2B1 16.34 31.7 2.90
3 S3B2 15.16 29.41 2.69
4 S4B2 12.56 24.37 2.23
4.4.2 Strength in 28 Days
Different testing was completed after 28 days of curing. Total of four cube specimens per
casting were tested for compression strength test and one beam per casting were tested for
flexural strength test.
4.4.2.1 Cubes and beams used for 28 days strength test
The cubes specimens used for compression strength test was marked as S1C1, S1C2, S1C3,
S1C6, S2C3, S2C4, S2C5, S2C6, S3C3, S3C4, S3C5, S3C6, S4C3, S4C4, S4C5 and S4C6.
Beams which were used for flexural strength testing were marked as S1B2, S2B2, S3B3 and
S4B4. Combined testing reports of the above specimens as per casting are given as following.
Observed results of compression and flexural tests at 28 days are shown in table 4.5 and table
4.6 respectively.

35
Graph 4.9 Force v/s time graph for S1 batch 28 days
Graph 4.10 Force v/s time graph for S2 batch 28 days

36
Graph 4.11Force v/s time graph for S3 batch 28 days
Graph 4.12Force v/s time graph for S4 batch 28 days

37
4.4.2.2 Results of compressive strength at 28 days
Table 4.5 Observations for compressive strength at 28 days
Sr.
No.
Casting
cubes
on Marking on cubes Compressive strength Average compressive
strength per casting
1.
First
S1C1 39.2
37.9
2. S1C2 36.6
3. S1C3 38.5
4. S1C6 37.2
5.
Second
S2C3 28.2
24.9
6. S2C4 23.6
7. S2C5 22.7
8. S2C6 24.8
9.
Third
S3C3 24.7
21.4
10. S3C4 19.5
11. S3C5 19.7
12. S3C6 21.6
13.
Fourth
S4C3 22.7
22.1
14. S4C4 22.3
15. S4C5 22
16. S4C6 21.5

38
4.4.2.3 Results of flexural test at 28 days
Table 4.6 Results of flexural test at 28 days
S.N. Marking on beam Peak
(KN)
Load Peak stress
(MPa)
Modulus of
rupture
(MPa)
1 S1B1 24.16 46.89 4.29
2 S2B2 21.61 41.94 3.84
3 S3B1 18.98 36.98 3.37
4 S4B1 17.92 34.77 3.18
4.5 Broken cubes and beam
Figures 4.10 shows the broken beams and cubes after compression and flexural testing.

39
Figure 4.10 Broken cube and beam samples
4.6 Analysis of test results
Decrement in strength after replacement the natural coarse aggregates with the plastic waste
aggregates are shown in table 4.
Sr.
No.
Testing Age of Specimens Percent
Replacement
Decrement in
strength ( in %)
1.
Compression
7 days
5 27.75
2. 10 27.31
3. 15 36.12
4.
28 days
5 34.3
5. 10 43.53
6. 15 41.68
7.
Flexural
7 days
5 4.60
8. 10 11.57
9. 15 26.64
10.
28 days
5 10.45
11. 10 21.44
12. 15 25.87

40
Chapter 5 Conclusion
1. We can replace the plastic waste upto 5 % only, due to decrease in compressive
strength up to a large extent.
2. According to flexural strength results we cannot exceed the limit of 5% replacement.
3. Maximum 56 kg plastic can be replaced in 1m3
of M25 concrete mix.
4. By using this replacement, we can say that it can reduce the plastic waste up to some
extent.
5. It can reduce the cost of work.
6. It can only be used for small construction works.

41
References
i
YoucefGhernouti, Bahia Rabehi, Brahim Safi and RabahChaid, “ Use Of Recycled Plastic
Bag Waste In The Concrete” Journal of International Scientific Publications: Materials,
Methods and Technologies Volume 8, ISSN 1314-7269 (Online), Published at:
http://www.scientific-publications.net
ii
RaghatateAtul M. “Use of plastic in a concrete to improve its properties” International
journal of Advance engineering Research and studies. http://www.technical journals
online.com
iii
Praveen Mathew, Shibi Varghese, Thomas paul, Eldho Varghese, “ Recycled Plastic as
Coarse Aggregate for Structural Concrete” International Journal of Innovative Research in
Science, Engineering and Technology vol. 2,Issue3,March 2013.
iv
R L Ramesh, Asharani K M, DhirajKatari V C, PruthviSagar D S, Sahana R, “ Recycled
Plastics used as coarse aggregate for constructional concrete” SJB Institute of Technology,
Bangalore.
v
P. Suganthy, Dinesh Chandrasekar, Sathish Kumar. P. K “ Utilization of Pulverized Plastic
in Cement Concrete as Fine Aggregate” Volume:02 Issue:06 June-2013.
vi
Zainab Z. Ismail, Enas A. AL Hashmi, “ Use of waste plastic in concrete mixture as
aggregate replacement”, Department of Environmental Engineering, college of Engineering,
University of Baghdad, Iraq. www.sciencedirect.com.
vii
A. Bhogayata, K. D. Shah, B. A. Vyas, Dr. N. K. Arora “ Performance of concrete by using
Non Recyclable plastic wastes as concrete constituent”, International Journal of Engineering
Research & Technology (IJERT) vol. 1 issue 4, june-2012.
viii
Pramod S. Patil, J.R.Mali, Ganesh V. Tapkire, H. R. Kumavat “Innovative Techniques of
Waste Plastic Used in Concrete Mixture” International Journal of Research in Engineering
and Technology.

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