Behaviour of Polyethylene Fibre Reinforced … 2348 – 8352 Page 1 Behaviour of Polyethylene Fibre...
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ISSN: 2348 – 8352 www.internationaljournalssrg.org Page 1
Behaviour of Polyethylene Fibre Reinforced
Concrete Beams Using Marble Dust as
Replacement of Fine aggregate Thilaga.L#1, Amudhavalli.N.K *2
M.E Student1, Assistant professor Sr.Gr, 2, Department of civil engineering,
Tamil Nadu College of Engineering, Coimbatore, Tamil Nadu, India
Abstract— This paper presents an investigation related to
the flexural behavior of reinforced concrete beams
produced from marble dust with the addition of polyethylene
fiber. Marble dust is a by-product of marble production
industries and also creates large scale environmental
pollution. Therefore, it could be possible to deter the
environmental pollution by consume fewer natural resource
as well through its utilization in normal strength concretes
as a substitute for the fine aggregate. In this study the
concrete is prepared with marble dust as a partial
replacement of fine aggregate and the test is carried out
using M30 grade of concrete in different proportions of
marble dust (10%, 20%, 30%, 40% and 50%).The optimum
percentage of marble dust is 20% and with addition of
varying percentage of polyethylene fiber (0.2%, 0.4%, 0.6%,
0.8%, and 1%). Beams of (200×150) mm rectangular cross
section and of span 1800 mm were cast and tested to
determine the flexural behavior of concrete at 28 days of
curing.
Keywords— Marble dust, Polyethylene fibers, flexural
Behavior, utilization
I. INTRODUCTION
Leaving the waste materials to nature specifically can bring
the ecological issue. Hence the reuse of waste material has
been stressed. Marble dust is a waste material acquired from
marble sawing industries. Marble Waste is marble sawing
powder, and marble sludge or slurry is a widespread
byproduct of marble processing industries. The marble wastes
disposed to open land area make land pollution and harmful
to land. Hence the reuse of waste material has to be
highlighted. Marble is a metamorphic rock resulting from the
transformation of a pure limestone. The purity of the marble
is responsible for its color and appearance: it is white if the
limestone is composed solely of calcite (100% CaCO3.). A
large amount of waste is generated during sawing, grinding
and polishing process. Disposal of the marble material from
the marble industry is one of the environmental problems
worldwide today. The result is that the marble waste which is
25% of total marble quarried has reached as high millions of
tons. Marble is one of the most important materials used in
buildings since ancient times; especially for decorative
purposes, it causes an effect on environment and people.
When dumped along a catchment area of natural rainwater, it
results in contamination of over ground water reservoir and
also causes drainage problem. Marble is used for building
construction and a decoration purpose, marble is a durable
material, has a lofty appearance, and is consequently in great
demand. Polyethylene fiber exhibits excellent mechanical
properties, including ultra-high breaking strength at fine
diameter, low elongation, and high anti -fatigue strength
Waste marble dust is a material which can be used to replace
fine aggregate. The present study is aimed that utilizing of
Waste marble dust as fine aggregate and adding polyethylene
fiber in concrete. In this research, we prepared beams to
determine the flexural behavior of concrete are to be analyzed
at the curing age of 28 days. Data presented include the
load-deflection characteristics of the reinforced concrete
beams with and without marble dust and polyethylene fiber.
The behavior of the beams is studied by measuring
deflections and observing crack patterns.
II. EXPERIMENTAL PROGRAMME
A. Material Properties
The objective of this program is to obtain the properties of the
different constituent materials to be used for making the
specimens for the experimental studies. The data is useful to
classify the properties of cement, sand, coarse aggregate
marble dust, and polyethylene fiber. The various test
performed on the materials and their values are shown in
Table 2 and the mix proportion for 20%of marble dust are
given in table 1.
Table -1: Mix Proportion for M30 Grade of Concrete
Cement Water Fine Aggregate Coarse
Aggregate
420 191.38 597.88 1415.7
1 0.45 1.42 3.37
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Table -2: Physical Properties of Materials
B. Preliminary Investigation
To optimize the percentage replacement of fine
aggregate as marble dust, preliminary Investigations were
conducted on cube specimens with 0%, 10%, 20%, 30%,
40%and 50% marble dust. The specimens were tested at 28
days in a compression testing machine. Compressive strength
of concrete with marble dust was greater than the ordinary
concrete specimens when tested at 28 days at 20%
replacement are shown in table 3. Beyond 20% there was a
gradual decrease in the compressive strength of concrete.
Hence beam specimens were cast with 20% marble dust.
Table -3: Compressive Strength of Marble Dust with
Replacement of Fine Aggregate
C. Reinforcement Details
The reinforced conventional concrete beams and marble dust
added with polyethylene fiber concrete beams was cast. The
beam specimens are of size 1800mm X 200mm x 150mm,
reinforced with 2 numbers of 10mm diameter HYSD bars in
tension and 2 numbers of 8mm diameter HYSD bars in
compression zone as hanger rods. The specimen is also
provided with shear reinforcement in the form of 6mm
diameter mild steel bar two- legged stirrups at 100mm center
to center. The typical reinforcement details are shown in fig.1
all the specimens were cured for 28 days in open curing tank
under ambient conditions.
Figure: 1 Typical Reinforcement Details
III. TESTS FOR BEAMS
The specimen was placed in position and simply supported
boundary conditions were made. The effective span was kept
1600mm. The specimens were tested under two point loading.
Two rollers served as load point and were kept on the beams at
a distance of 530mm. The load was applied in increments. The
deflection at mid span was measured using deflectometer for
every increment of load. Load was measured using proving
ring. Load at the formation of first crack and ultimate load
were noted. Typical test set up is shown in Fig.1. Deflections
of the beam were measured by three LVDTs placed at the mid
span, one third span and one fourth spans.
Figure: 2 Typical Beam set up under Simply Supported
Conditions
1 Cement
1. Specific gravity
2. Consistency
3. Initial setting time
3.15
31.25%
35-40 minute
2 Fine Aggregates
1. Specific gravity
2. Fineness modulus
2.62
3.8
3 Coarse Aggregate
1. Specific gravity
2. Fineness modulus
2.7
5.91
4 Marble Dust
1. Specific gravity
2. Fineness modulus
3.06
2.26
5 Polyethylene Fiber
1. Specific gravity
2. Melting point
0.97
115-1350C
SI No
Type of Mix
Compressive Strength
in N/mm2 28 Days
1 0% of MD 36.21
2 10% of MD 36.89
3 20% of MD 37.96
4 30% of MD 36.3
5 40% of MD 33.54
6 50% of MD 28.87
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IV. DISCUSSION OF RESULTS
Flexure Behaviour of Beam
A. Deflection:
The distortion of a beam is usually expressed in
terms of its deflection from its original unloaded position. The
deflection is measured from the spontaneous neutral surface of
the beam to the neutral surface of the deformed beam. When
the maximum load was reached, the concrete cover on the
compression zone started to crack. Figure 3 shows the failure
pattern of the test specimens. Crack formations were marked
on the beam at every load interval at the tension steel level. It
was noticed that the first crack always appears close to the mid
span of the beam. The crack widths at service loads for marble
dust with PEF concrete beams ranged between 0.16mm to
0.2mm
Fig: 3 Beam set up under simply supported
conditions
B. Load-Deflection Curve
The experimental load-deflection RC beams for
conventional concrete (cc) and 20% marble dust with
polyethylene fibre (MD20+%PEF) of 0.2%, 0.4% and 0.6%
are tested at 28th day are shown in Figure4, 5, 6 & 7
respectively.
Figure: 4 Comparison of Deflection between CC and
MD20+0.2%PEF Beams
0
10
20
30
40
50
60
70
0 2 4 6 8 10
Lo
ad
kN
Deflection mm
CC
MD20 + 0.4%PEF
Figure: 5 Comparison of Deflection between CC and
MD20+0.4%PEF Beams
0
10
20
30
40
50
60
70
80
0 2 4 6 8 10
Lo
ad
kN
Deflection mm
CC
MD20 + 0.6%PEF
Figure: 6 Comparison of Deflection between CC and
MD20+0.6%PEF Beams
0
10
20
30
40
50
60
70
0 2 4 6 8 10
Lo
ad
kN
Deflection mm
CC
MD20 + 0.8%PEF
Figure: 7 Comparison of Deflection between CC and
MD20+0.8%PEF Beams
It is noticed that for control concrete mix CC, the first crack
appears at a load of 30.8 KN and the ultimate load carrying
capacity of the mix CC was found to be 57.2 kN. More
deflection was also observed for this mix during first crack
appearance as well as during ultimate load due to the large
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quantity of micro fines present in the marble dust which leads
to a harsh and more porous concrete mix. For all other mixes,
the ultimate load capacities were found to be 57.2KN, 61.6kN,
65.78kN and 66KN respectively for 0, 0.2, 0.4, 0.6 and 0.8%
of polyethylene fiber. The capacities of mixes MD20+0.2PEF,
MD20+0.4PEF, MD20+0.6PEF, and MD20+0.8PEF increased
about 4, 8, 9, and 13% respectively when compared to the
control mix. From the above observations, it is seen that the
ultimate load of the beam with 20% marble dust with addition
of polyethylene fiber up to 0.6% replacement after which it
decreases. For the combination of 20% replacement of fine
aggregate by marble dust and addition of 0.6% polyethylene
fiber, the load carrying capacity is found to be very high
compared to control beam (about 13%).Figs. 4 to 7 presents
graphical representation of comparison of control concrete and
marble dust with addition of polyethylene fiber concrete for all
the beams respectively.
0
10
20
30
40
50
60
70
80
1
Ult
ima
te L
oa
d k
N
Mix ID
CC
MD20+0.2%
PEF
MD20+0.4%
PEF
MD20+0.6%
PEF
MD20+0.8%
PEF
Figure: 8 Graphical representation of visible first crack
load
0
10
20
30
40
Fir
st C
ra
ck
Lo
ad
kN
Mix ID
CC
MD20+0.2%
PEF
MD20+0.4%
PEF
MD20+0.6%
PEF
MD20+0.8%
PEF
Figure: 9 Graphical representation of ultimate load
Maximum ultimate load carrying capacity and the least
deflection is obtained for the optimum concrete mix
MD20+0.6PEF. These mixes showed higher load carrying
capacity when compared to the control concrete beam. In
general, it is noted that the visible first crack is noticed at
about 20% of the ultimate load for all the beams.
V. CONCLUSION
Flexural behaviour of marble dust and polyethylene fiber
concrete mixes has been studied. First crack load, ultimate
load and corresponding deflections have been noted from the
experiments. It is found that the visible first crack is at about
20% of the ultimate load for all the beams.
1. The result revealed that ultimate load carrying
capacity of marble dust 20% with 0.6% PEF thus
gives better % than that of conventional concrete.
2. Economy and saving of materials
3. The measured crack width at service loads ranged
between 0.17 to 0.2 mm and this is within the
allowable limit prescribed by IS 456-2000.
4. To save the environment.
5. Marble dust is the best substitute as a replacement of
sand in concrete.
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