IRJET-Increase in Strength of Concrete by Using Bottle Caps

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International Research Journal of Engineering and Technology (IRJET)

e-ISSN: 2395 -0056

Volume: 02 Issue: 03 | June-2015

p-ISSN: 2395-0072

ww.irjet.net

Increase in Strength of Concrete by Using Bottle Caps
G.C. Behera1, R.K, Behera2
1

Prof & Head, Civil Engineering Department, BIET, Bhadrak, Odisha, India,756113
2 M.Tech Student, Civil Engineering Department, ITER, BBSR, Odisha, India

---------------------------------------------------------------------***--------------------------------------------------------------------1. INTRODUCTION
Abstract - Advances in technology enhance
human comforts and in the same time damages the
environment. Metals used as cap for containers
preserve liquids in the bottles very well, but the
disposal of caps particularly soft drink bottle caps is a
headache to environmental engineers. On the other
hand concrete, the most popular construction material,
second highest consumed material after food is very
strong in compression. It has some limited properties,
low tensile strength, low ductility, low energy
absorption, and shrinkage, cracking associated with
hardening and curing. Out of all these drawbacks low
tensile strength is the important one and to counteract
this problem some fiber like material can be added to
concrete to increase its tensile strength. Hence an
attempt has been made in the present investigations to
study the influence of addition of waste materials like
soft drink bottle caps from workshop at a dosage of
0.25%, 0.5% and 1.0%, of total weight of concrete as
fibres. In this investigation caps were cut into strips of
size of 3mm width and 10mm length. Experimental
investigation was carried out adding bottle caps in
concrete and tests were carried out as per
recommended procedures by relevant codes. The
experimental values such as compressive strength, split
tensile strength and flexural strength were found to be
increased. The experimental results revealed that
increase in compressive strength is not prominent up to
1.0 % addition bottle cap fiber. Split tensile and flexural
strength of 1.0 % bottle cap fiber concrete increase up
to 12.59% and 16.96 % more than plain
concrete(without bottle cap fiber) respectively. The
experimental results of flexural strength and split
tensile strength is compared with different codal
values. The results revealed that ACI-1985
approximately predicts the split tensile strength while
Foster and ACI-1995 overestimates these values.

Key Words: Bottle caps, Concrete mix, Compressive
strength, Split tensile strength, Flexural strength.
© 2015, IRJET.NET- All Rights Reserved

Concrete has an extensive role to play in the construction
and improvement of our civil engineering and
infrastructure development. Its great strength, durability
and veracity are the properties that are utilized in
construction of Roads, Bridges, Airports, Railways, and
Tunnels, Port, Harbours, and many other infrastructural
project.
Concrete being a brittle material which has low tensile
strength and low strain capacity, as a result, the
mechanical behaviour of concrete is critically influenced
by crack propagation. Concrete in service may exhibit
failure through cracks which are developed due to
brittleness. To improve properties of concrete like low
tensile and low strain capacity fiber reinforced concrete
(FRC) has been developed which is defined as concrete
containing dispersed randomly oriented fibers[2]. Use of
Fibers in concrete experimented in 1910 [3] and research
on steel fiber addition in concrete started in early 1960s
[4]. Use of admixtures to concrete has long been practised
since 1900. In the early 1900s, asbestos fibres were used
in concrete. There was a need to find replacement for the
asbestos used in concrete. By the 1960s, steel, glass
(GFRC) and synthetic fibres such as polypropylene fibres
were used in concrete.
Concrete in general is weak in tensile strength and strong
in compressive strength. The main object of this
investigation is to improve the tensile strength of concrete.
To overcome this serious defect partial incorporation of
fibres is practised.

Glass Fiber Reinforced Concrete (GFRC):Glass fiber
reinforced concrete has been successfully used since the
last 25 years for concrete reinforcement, in addition to
steel. GFRC is being manufactured into big panels with a
simple configuration or into intricate shapes by using
special techniques. Originally, GFRC components were
anchored directly with the buildings by the use of metal
studs. It was revealed that GFRC shifts considerably due
to which the direct anchors are being replaced by slip
anchors. Several structures use GFRC for dissimilar
facing like ceramic tiles, bricks, and architectural
purposes.

Steel Fiber Reinforced Concrete (SFRC):Steel fiber
reinforced concrete is a composite material that can be
sprayed. It consists of hydraulic cements with steel
fibers that are dispersed randomly and possess a
rectangular cross-section. The steel fibers reinforce

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International Research Journal of Engineering and Technology (IRJET)

e-ISSN: 2395 -0056

Volume: 02 Issue: 03 | June-2015

p-ISSN: 2395-0072

ww.irjet.net

concrete by withstanding tensile cracking. The flexural
strength of fiber reinforced concrete is greater than the
un-reinforced concrete. Reinforcement of concrete by
steel fibers is isotropic in nature that improves the
resistance to fracture, disintegration, and fatigue. Steel
fiber reinforced concrete is able to withstand light and
heavy loads.
Natural fiber reinforced concrete (NFRC) : consists
of cellulose fibers that are processed from pine trees.
This category is also producing good results. The
recycled carpet waste has been successfully used for
concrete reinforcement by using the waste carpet fibers.
Polypropylene
Fiber
Reinforced
(PFR)
concrete: Polypropylene is a cheap and abundant
polymer widely used due to its resistance to forming
chemical reactions.
Asbestos Fibers: These fibers are cheap and provide
the cement with mechanical, chemical and thermal
resistance, although the asbestos fiber reinforced
concrete appears to have low impact strength.
Carbon Fibers: These fibers have been recently used
due to their very high modulus of elasticity and flexural
strength. Characteristics such as strength and stiffness
are better than those of steel fibers, although they are
more susceptible to damage.
Inclusion of above mentioned fibers provide better tensile
strength and crack arresting capacity to concrete, can be
practised in developed countries and use of these fibers in
concrete industry is rare in developing countries from the
point of cost benefit ratio[5].Higher quantities of steel
waste fibers are generated from industries related to
lathes, empty beverage metal cans and soft drink bottle
caps. This is an environmental issue as steel waste fibres
are difficult to biodegrade and involves processes either to
recycle or reuse. Now, much more importance is given for
3R’s (Reduce, Reuse and Recycle). Preservation of
environment and conservation of rapidly diminishing
natural resources should be the essence of sustainable
development. Bottle caps are the substitute for fibers and
added to enhance the mechanical properties of concrete.
The resulting compressive strength, split tensile strength
and flexural strength of the mixture depends on the type
of cement, size and type of aggregate, period and type of
curing adopted. To investigate the increase in mechanical
strength of normal concrete by addition of different
percentage of bottle cap fibers, an experiment was set up.
Plain Concrete with target mean strength 33.75 N/mm2
was designed according [6] and cast base concrete. The
main variables in this experimental investigation are
Bottle cap fibers with 0.25%, 0.5% and 1.0% (total wt. of
concrete ingredients) which added to above plain concrete
enhancement of mechanical properties of concrete.
The test results were analyzed and mechanical properties
are found to be increasing with addition of bottle cap
fibers.

To study the above mentioned parameters,
concrete specimen (cube, cylinder and prisms) are cast
and tested under pure torsional loading. The variations
considered are the percentage of bottle cap fibers.

2.1 Material and Material Properties
a) Cement
Ordinary Portland cement of 53 grade conforming
to [7] is used throughout the experimental program. The
standard consistency is 28% where as the initial and final
setting time is 95 min. and 210 min. respectively. The
specific gravity of cement is 3.14 and its compressive
strength after 28 days is found to be 57 MPa.
b) Coarse Aggregate:
Crushed hard granite stone of maximum size 20
mm is used for concrete. The bulk density of aggregates is
16.95 kN/m3 and specific gravity is found 2.65.
c) Fine Aggregate
Fine aggregate used for this entire investigation
for concrete is river sand conforming to zone-II of [8]. The
fineness modulus is 2.81. The specific gravity of sand is
2.65. The bulk density is found 16.05 kN/ m3.
d) Water
Potable water is used for casting as well as curing as per
[9].
e) Bottle cap as Fiber:
Bottle caps were cut into 3mm width and 10 mm length
and mixed uniformly in concrete. Fig- 1 shows bottle cap
fibers ready for mixing in concrete.

Fig- 1: Bottle caps as fibers

2.2 Casting of Specimen
Moulds were properly fixed with screws and oil is
applied on the surfaces for easy demoulding. Concrete is
prepared in the mixture and put in a tray. In the tray
required quantity of bottle cap fibers are added and mixed
properly. Fresh properties of concrete are determined.
The specimens are cast. In the next day, specimens were

2. EXPERIMENTA INVESTIGATION
© 2015, IRJET.NET- All Rights Reserved

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International Research Journal of Engineering and Technology (IRJET)

e-ISSN: 2395 -0056

Volume: 02 Issue: 03 | June-2015

p-ISSN: 2395-0072

ww.irjet.net

demoulded and put in a curing tank. Fig-2 shows the
spreading of bottle cap fibers in the tray.

3.0 INTERPRETATION OF TEST RESULTS
The test results were tabulated in Table-6.2 and
compared with values obtained from various codes. The
test results such as compressive strength, split tensile
strength and flexural strength with different proportion of
coconut shell aggregate were discussed below.

3.1

Fig- 2 Bottle cap fibers added to concrete
Specimens cast for investigation purpose are listed in
Table 1.
Table-1: Compressive, Split tensile and Flexural strength
of bottle cap fiber added concrete
% of
Fiber

No. of
Cubes cast

0
0.25
0.50
1.00

3
3
3
3

Number of
cylinders
cast)
3
3
3
3

No. of Prisms
cast
3
3
3
3

2.3 Testing
After 28 days of curing, the specimens are removed from
the curing tank and kept on the floor for some time so that
the surface to become dry. Cubes and cylinders were
tested in the compression testing machine for cube
strength and split tensile strength respectively. Prisms
were tested in flexural testing machine. The experimental
results of specimens are presented in Table 2.

Compressive Strength

Compressive strength is the measure parameter which
influences other properties of concrete. Compressive
strength of concrete specimen without fiber (Control
Specimen) was found to be 34.21 MPa. The mix prepared
with 0.25%, 0.5 % and 1.00% bottle cap fiber were found
to be 34.67 MPa, 34.80 MPa and 34.87 MPA respectively.
From the above test results, it is clear that when fibers are
added, the compressive strength is found to be increasing.
The same was observed by the earlier researchers
[10].This may be due to the fact that the failure of plain
concrete is caused by mortar (sand + cement) failure. The
bond between mortars with fiber in fiber reinforced
concrete is stronger than that of plain concrete.
Compressive strength with 0%, 0.25%, 0.5 % and 1.0%
fiber was plotted in Fig.3. The percentage increase in
compressive strength of 0.25%, 0.5% and 1.0% fiber with
respect to 0% fiber was 1.34, 1.72
and 1.93

respectively which was presented in Fig.4.The
increase in strength was found to be very less and
the variation was linear. The earlier researchers
opined that there was increase of compressive
strength with increase of % of fiber and this increase
is not marginal up to 3.5%.The same was observed in
this investigation.

Table -2: Compressive, Split tensile and Flexural strength
of bottle cap
fiber added concrete

% of
Fiber

Compressive
Strength
( N/mm2)

0

34.21

Split
tensile
strength
( N/mm2)
2.78

Flexural
strength
( N/mm2)

0.25

34.67

2.92

5.27

0.50

34.80

3.02

5.53

1.00

34.87

3.13

5.93

© 2015, IRJET.NET- All Rights Reserved

5.07
Chart-1: Variation of compressive
strength with percentage of fiber

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International Research Journal of Engineering and Technology (IRJET)

e-ISSN: 2395 -0056

Volume: 02 Issue: 03 | June-2015

p-ISSN: 2395-0072

ww.irjet.net

The split tensile strength was found to be increasing with
increase of percentage of bottle cap fiber. The percentages
of increase of 0.25 %, 0.5 % and 1.0 % fiber over zero
percentage fiber were found to be 5.04, 8.63 and 12.59
respectively.

Chart-2: Percentage increase in compressive
strength of various percentages of fibers over
plain concrete.

3.2

Split Tensile Strength

Split tensile strength of concrete specimen without bottle
cap fiber addition was found to be 2.78 MPa. The mix
prepared with 0.25% fiber was found to be 2.92 MPa and
that with 0.50% and 1.0% was found to be 3.02 MPa and
3.13 MPa respectively. Test results of split tensile strength
were plotted in Chart-3.

The theoretical values of split tensile strength were
calculated from ACI-1985, ACI-1995 and Foster. Test
results along with theoretical values are plotted in
Chart-5. The split tensile strength was found to be
increasing with increase of percentage of bottle cap fiber.
The predicted results ACI 1995 and Foster overestimate,
while ACI 1985 underestimates. According to ACI-1985,
the percentages of underestimation for 0%, 0.25 %, 0.5 %
and 1.0 % are -2.14%, 2.04%, 5.09 % and 8.32 %
respectively. Average underestimation by ACI-1985 is
3.33 %. For ACI-1995, the percentages of overestimation
for 0%, 0.25 %, 0.5 % and 1.0 % are found to be 28.53 %,
23.28 %, 19.45 % and 15.38 % respectively. Average
underestimation by ACI-1995 is 21.66 %. For Foster, the
percentages of overestimation for 0%, 0.25 %, 0.5 % and
1.0 % are found to be 24.13 %, 18.97 %, 15.25 % and
11.31 % respectively. Average underestimation by Foster
is 17.42 %. In this ACI-1985 approximately predicts the
split tensile strength.

Chart-3: Variation of Split tensile
strength with percentage of fiber.
The percentage of increase of split tensile strength with
0.25 %, 0.5 % and 1.0 % over zero percentage fiber was
presented in Chart-4.

Chart-5:
Experimental and Predicted
values of Split tensile strength of various
percentages of bottle cap fiber concrete.

3.3

Chart-4:
Percentage increase in Split
tensile strength of various percentages of
fibers over plain concrete.

© 2015, IRJET.NET- All Rights Reserved

Flexural Strength

Flexural strength of concrete specimens with 0 % , 0.25
%, 0.5 % and 1.0 % were found to be 5.07 MPa, 4.85.27
MPa, 5.53 MPa and 5.93 MPa respectively and plotted in
Chart-6.The percentage of increase in
split tensile
strength with 0.25%, 0.5 % and 1.0 % over zero
percentage fiber were found to be 3.94 %, 9.07% and
16.96 % respectively and plotted in Chart-7. The flexural
strength was found to be increasing with increase of
percentage of fiber. The increase is found to be prominent
with increase in percentages of bottle cap fibers.

Page 1940

International Research Journal of Engineering and Technology (IRJET)

e-ISSN: 2395 -0056

Volume: 02 Issue: 03 | June-2015

p-ISSN: 2395-0072

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The predicted results are found to be less than
experimental values. The percentages of underestimation
of predicted values for different percentages of fibers are
tabulated in Table-3.
Table-3: Percentage of underestimation of codal values

Percentage
of fiber
Chart-6: Variation of Flexural
strength with percentage of fiber

Chart-7: Percentage increase in Flexural
strength of various percentages of fibers
over plain concrete.
The theoretical values of flexural strength were calculated
from ACI-1985, ACI-1992, ACI-1995 and IS-456. Test
results along with theoretical values are plotted in
Chart-8.

0
0.25
0.50
1.00
Average

Percentages of underestimation by
different Codes
ACIACIACIIS-456
1985
1992
1995

21.19
23.50
26.91
31.75
25.84

3.01
6.06
10.31
16.28
8.91

36.03
38.04
40.84
44.78
39.92

19.25
21.79
25.33
30.29
24.16

The predicted results by different codes are found to be
almost same for different percentages of fibers. This is due
to the fact that flexural strength varies with compressive
strength. Here the increase in compressive strength for
different percentage of fibers is found to be very marginal.
The presence of fibers has increased the flexural strength
much more than the compressive strength. Addition of
1.0 % of bottle cap fiber, increases compressive strength
1.93% more than plain concrete while its flexural strength
increases 16.96 % more than plain concrete. Flexural
strength increases linearly with increase of percentages of
bottle cap fiber. The equation to predict the flexural
strength is shown in Chart-8 taking percentage of fiber as
variable.

3. CONCLUSIONS
From the test results and codal provisions, the following
conclusions were drawn
1

2

3

Chart-8:
Experimental and Predicted
values of Flexural strength of various
percentages of bottle cap fiber concrete.

© 2015, IRJET.NET- All Rights Reserved

4

Compressive strength increases with increase in
percentage of bottle cap fibers. The increase is not
prominent up to 1.0 % as the increase is only 1.93 %
for addition of 1.0 % fiber.
Split tensile strength increases with increase in
percentage of fiber. The enhancement for 1.0 %
fiber concrete is 12.59 % over plain concrete.
Flexural strength increase is more prominent with
increase in percentage of bottle cap fiber. Flexural
strength of 1.0 % bottle cap fiber enhanced by 16.96
% over plain concrete. The increase is not
prominent up to 0.25%.
Experimental result interprets that addition of fiber
increases compressive strength to a limited
capacity, while the increase is prominent in split
tensile and flexural strength.

Page 1941

International Research Journal of Engineering and Technology (IRJET)

e-ISSN: 2395 -0056

Volume: 02 Issue: 03 | June-2015

p-ISSN: 2395-0072

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ACKNOWLEDGEMENT
The authors are grateful to the Principal, Bhadrak Institute
of Engineering and Technology, Barapada, Bhadrak,
Odisha India for encouragement and granting permission
for this project and also to publish this project. The
authors would also like to thank to management to give
financial support for this work. Authors acknowledge the
support received from the department and well wishers.
The authors are also grateful to the management of ITER,
BBSR for their support.

REFERENCES
[1] Z. Jhang and H. Stang, “Application of stress crack
width relationship in predicting the flexural
behaviour of fiber reinforced concrete,”Cement and
Concrete Research,Vol.28(3), pp.439-452, 1998.
[2] C.D. Johnson, “ Steel fiber reinforced mortar and
concrete – A review of mechanical properties,” Fiber
reinforced Concrete, SP-44, American Concrete,
Detroit, pp. 127-142, 1974.
[3] A.E. Naman,“ Fiber reinforcement for concrete,”
Concrete International Design and Construction,” Vol7(3), pp.21-25,1985.
[4] J.P. Romualdi, and G.B. Baston, “.Mechanics of crack
arrest in concrete. Journal of Engineering Mechanics
Div., ASCE,Vol.89, No. EM3, pp.147-168, June, 1963.
[5] G.C. Behera, T.D.G.Rao, and C.B.K.Rao, “.Torsional
Capacity of High Strength Concrete Beams jacketed
with ferrocement U wraps" Asian Journal of Civil
Engineering, Vol.9,Number 4, pp.411-422, August,
2008.
.
[6] M.S.Setty, “Concrete Technology,” S.Chand and
Company Ltd, Third Edition, pp 608, 1982.

© 2015, IRJET.NET- All Rights Reserved

[7] IS: 12269-1987 ”Specification for 53 Grade ordinary
Portland cement”. of Indian Standard, Manak Bhavan,
Bahadurshah Zafar Marg, New Delhi,1987.
[8] IS 383-1970: “Specifications for Coarse and Fine
Aggregates from Natural Sources for Concrete”
(Second Revision), Bureau of Indian Standard, Manak
Bhavan, Bahadurshah Zafar Marg, New Delhi,1970.
[9] IS 456-2000, “Code of Practice for Plain and
Reinforced Concrete Structures”, Bureau of Indian
Standard, Manak Bhavan, Bahadurshah Zafar Marg,
New Delhi, 2000.
[10] G.Rajan, R. Saravanakumar, N. Raghaban, G. Murali,
and B. Mohan, “Influence of bottle caps as a fiber in
concrete structures,” International Journal of
Advanced Scientific research and Technology, vol. 3,
no. 2, pp. 531-533, June, 2012.

BIOGRAPHIES
Dr. G.C. Behera completed his
Ph.D from NIT Warangal in the
year 2010. He has published
more than 20 papers in journals
and conferences. His research
area includes utilization of
demolished waste materials. He
works
on
sustainable
development of civil structure.
Mr. Ranjan Kumar Behera
completed his B. Tech in 2009
from BPUT university and
continuing his M. Tech in ITER
under SOA university. He has
published more than 5 papers in
journals and conferences. He
works on self compacting
concrete.

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