IRJET- Experimental Investigation on Fibre Reinforcement Concrete by using Macro Plastic Fibre

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 06 Issue: 03 | Mar 2019 www.irjet.net p-ISSN: 2395-0072
© 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 5254
EXPERIMENTAL INVESTIGATION ON FIBRE REINFORCEMENT
CONCRETE BY USING MACRO PLASTIC FIBRE
E. Ramya1, L. Mary Rosary2, M. Siva3, T. Sathieshkumar4
1,2,3PG scholars, M.E.,(Structural Engg.,) Dept of Civil Engineering, Gnanamani College of Engineering, Namakkal
4Assistant Professor, Dept. of Civil Engineering, Gnanamani College of Engineering, Namakkal, TamilNadu, India
---------------------------------------------------------------------***----------------------------------------------------------------------
Abstract - This paper presents an experimental study on
concrete reinforced with fiber under axial loading condition.
The cracks are the major cause of weakness in concrete
particularly in large onsite applications leadingtosubsequent
fracture and failure and general lack of durability. The
weakness in tension can be overcome by the use of
conventional rod reinforcement and to some extent by the
inclusion of a sufficient volume of certain macro fibres. The
strength and durability of concrete improve with the addition
of fiber. An experimental program was carried out to explore
its effects on compressive strength, split tensile, flexural
strength and behavior. In fiber reinforced concrete, themacro
plastic fiber delayed the development of macro cracks. The
main aim of the investigation program is to study the effect of
Polypropylene fiber mix by varyingcontentsuchas0%, 1.25%,
1.5%, 1.75%, & 2% with respect to the weight of concrete on
the strength criteria of M30 and M40 andfindingtheoptimum
Polypropylene fibre content. The concrete specimens were
tested at different age of 7 days, 14 days, 28 days level for
mechanical properties of concrete and study the flexural
behavior of the fiber reinforced concrete by using macro
plastic fiber. Result show. The Strength of concrete can be
increased by adding up to 1.75% of polypropylene to the
concrete mix. The main benefit of using macro plastic fibres
lies in improved ductility in the post-crack region and flexural
toughness of concrete.
Key Words: Fiber reinforced concrete, Beam, Macro
plastic fiber, polypropylenefibre,compressivestrength,
flexural strength, split tensile strength, shrinkage
1. INTRODUCTION
Concrete is widely used in structural engineering with
its high compressive strength, low cost, and abundant raw
material. Concrete has some shortcomings, for example,low
tensile and flexural strength, poor toughness, high
brittleness, and soon that restrict its application.Toimprove
its tensile strength, reinforcing steel is often used in the
concrete. Apart from traditional steel reinforcement,various
fibres are also used to improve the properties of concrete,
mainly for enhancing the tensile strength.
Plastic fibres are synthetic fibres, which can be in the
form of microplastic fibres or macro plastic fibres. The
microplastic fibres refer to the plastic fibreswhosediameter
ranges from 5 to 100 mm and length is 5– 30mm. These
micro fibres can effectively control plastic shrinkage
cracking, which is caused by shrinkage of fresh concrete
during the first 24 hours after placement due to excessive
evaporation of bleed water. It also significantly improves
tensile strength and toughness of concrete. The macro
plastic fibers normally have a length of 30–60 mm and a
cross-section of 0.6–1mm. The macro plastic fibers are not
only used to control plastic shrinkage but also mostly used
for controlling drying shrinkage. A steel reinforcing mesh
used to prevent the drying shrinkage cracks, but now it is
gradually being replaced by the macro plastic fibresbecause
of ease of construction, reduction in lower cost.
Fig 1.1 Polypropylene Fibre
Polypropylene is an economical material that
offers a combination of outstanding physical, mechanical,
thermal and electrical properties not found in any other
synthetic fibres. There are two general types of fibres
currently available in the market. These are referred to as
fibrillated and monofilament.
1.1 Literature Review
Fiber reinforced concretewassuccessfullyusedinvariety
of engineering applications, because of its satisfactory and
outstanding performance in the industry and construction
field. However, most of the engineers and researchers have
thought that howand why the fibers performsosuccessfully.
So, to recognize the usage of fibers in concrete, in these last
four decades, most of the research was done on mechanical
behavior of fiber reinforced concrete and the fibers itself.
A study on the alkali resistance and performance of
recycled polypropylene (PP)fibresinthe25 MPaand40 MPa
concretes, used forfootpathsandprecastpanels,respectively

was found in [1]. Shi Yin, Rabin Tuladhar [2], critically
reviews the current state of knowledge and technology of
using macro plastic fibres to reinforce concrete and its cost
and environmental benefits and application of plastic fibres
reinforced concrete. E. Mollaahmadi et.al [3] explored the
effect of polypropylene fibers of different lengths and
diameters on the flexural strength of the concrete. Shin
Hwang et.al [4] improved the properties of polypropylene
fibres in normal strength concrete and it was measured by
using a drop-weight test and analyzed by using statistical
procedures. A.M. Alhozaimy et.al [5] generated a
comprehensive set of experimentaldataregardingtheeffects
of collated fibrillated polypropylene fibers at relatively low
volume fractions (below 0.3%) on the compressive, flexural
and impact properties of concrete materials with different
binder compositions.
Rana A. Mtasher et.al [6], studied the effects of
polypropylene fiber on thecompressiveandflexuralstrength
of normal weight concrete. The test results showed that the
increase of mechanical properties (compressive and flexural
strength) resulting from added of polypropylene fiber was
relatively high. The increase was about 64 percent for
compressive strength, while, in flexural strength was about
55.5 percent. Okan Karahan et.al [7], Reports of a
comprehensive studyonthedurabilitypropertiesofconcrete
containingpolypropylenefiberandflyash.Propertiesstudied
include unit weight and workability of fresh concrete, and
compressive strength, modulus of elasticity, porosity, water
absorption, absorptive coefficient, drying shrinkage and
freeze–thaw resistance of hardened concrete.
2. METHODOLOGY
As in the literature review I have chosen the Macro plastic
polypropylene fibre for making the concrete mix and I have
selected the different proportions of polypropylene fibre for
obtaining the strength variation at 0%, 1.25%, 1.5%, 1.75%,
& 2% and for making the Polypropylene Fibre Reinforced
Concrete(PPFRC) we required different materials which are
described below.
2.1 Cement
Cement is the most important constituent of concrete, it
forms the binding medium for the discrete ingredients made
out of naturally occurring raw materials. “Ordinary Portland
cement” 53 Mega Pascal grade of cement is usedforconcrete.
The properties of cement were determined as per the IS
4031:1968
2.2 Fine Aggregate
The material which is smaller than 4.75mm size is called
fine aggregate. Natural sands are generally used as fine
aggregate. Angular grained sand produces, good and strong
concrete because it has good interlocking property, while
round grained particle of sand do not afford such
interlocking. The specific gravity and water absorption were
found to be 2.63 and 2.5% respectively, with sieve analysis
data and fineness modulus value of sand confirms to grading
zone I as per IS:383-1970.
2.3 Coarse Aggregate
The material retained on 4.75mm sieve is termed as
coarse Aggregate. Crushed stone and natural gravel are the
common materials usedas coarse aggregateforconcrete.For
coarse aggregate crushed 20mm, normal size graded
aggregate was used. The grading of aggregate should be
conformed to the requirement as per IS: 383-1970.
2.4 Water
The major factor controlling strength, everything else
being equal, is the amount of water used per bag of cement.
2.5 Super Plasticizer
Super plasticizer can increase the workability ofconcrete
mix and reduce the amount of water needed. Therefore, it
enables the use of very low water-to-cement ratio. Further
lowering of water-to-cement ratiocan be achievedbyadding
other mineral admixtures. The super plasticizer used forthis
project is polycarboxylate ether.
Determining the relative amounts of materials is known
as mix design. Thus it can be defined as the process of
selecting suitable ingredients of concrete and determining
their relative quantities forproducingtheconcreteofdesired
properties strength, durability and consistency, as per IS
10262:2009 economically as possible.Mixdesignaredoneas
per IS 10262:2009 for M30 and M40 Grade concrete and it is
shown in table1.
Table -1: Mix Design
Mix
design Water
(L)
Cement
(kg)
Aggregates
(Kg)
Super
plasticizer
(L)Fine Coarse
M30 160 380 711 1283 7.6
M40 153 400 885 1126 8
Mix ratio for M30 is 1:1.87:3.37:0.45
Mix ratio for M40 is 1:2.21:2.81:0.45
3. EXPERIMENTAL INVESTIGATION
Testing of concrete plays an important role in
controlling and confirming the quality of cement concrete.
Cube, Beam & Cylinder is tested for its strength
characteristics. The following tests are conducted,
Compression strength test, Split tensile strength test,
Flexural strength test (Two point loading).

3.1 Compressive Strength Test
The following procedure is adopted to conduct the
compressive strength test
 Size of the specimen is 150×150×150mm cubes
determined by averaging perpendiculardimensions
at least at two places.
 Place the specimen centrally on the compression
testing machine and load is applied continuously
and uniformly onthesurfaceparalleltothedirection
of tamping.
 The load is increased until the specimen fails and
record the maximum load carried by each specimen
during the test.
 Compressive strength was calculated as follows
Compressive strength = P/A×1000
where,
P= Load in KN
A=Area of cube surface=150×150 mm2
Table -2: Compressive Strength of M30
S.No % Of
replacemen
t
Curing Days(M30)
7 Days
(N/mm2
)
14 Days
(N/mm2
)
28 Days
(N/mm2
)
1 0% 14.15 32.77 38.5
2 1.25% 14.75 34.02 39.75
3 1.50% 15.42 34.75 41.20
4 1.75% 16.42 35.88 42.57
5 2% 15.4 32.97 40.65
Chart -1: Compressive strength vs % of Polypropylene
fibre added for M30
Table -3: Compressive Strength of M40
S.No % Of
replaceme
nt
Curing Days(M40)
7 Days
(N/mm2
)
14 Days
(N/mm2
)
28 Days
(N/mm2
)
1 0% 19.65 43.12 48.60
2 1.25% 20.50 44.62 49.85
3 1.50% 21.50 45.65 52.75
4 1.75% 22.50 46.95 54.00
5 2% 19.65 44.06 49.00
Chart -2: Compressive strength vs % of Polypropylene
fibre added for M40
2.2 Split Tensile strength Test
The following procedureis adopted toconductthetensile
strength test.
 Draw diametrical lines on two ends of the specimen
so that they are in the same axial plane. Diameter of
specimen is 150mm and length 300mm.
 Determine the diameter of specimen to the nearest
0.2 mm by averaging the diameters of the specimen
lying in the plane of pre markedlinesmeasurednear
the ends and the middle of the specimen. The length
of specimen also shall be takenbenearest0.2mmby
averaging the two lengths measured in the plane
containing pre marked lines.
 Centre one of the plywood strips along the centre of
the lower pattern. Place the specimen on the
plywood strip and align it so that the lines marked
on the end of the specimen are vertical andcantered
over the plywood strip. The second plywood strip is
placed length wise on the cylinder cantered on the
lines marked on the ends of the cylinder.
Apply the load without shock and increase it continuously at
the rate to produce a split tensile stress of approximately1.4
to 2.1 N/mm2/min, until no greater load can be sustained.
Record the maximum load appliedtospecimen.Computation
of the split tensile strength was as follows.

Split tensile strength = 2P/πdL×1000
where,
P = Load in KN and π = 3.142
d = Diameter of cylinder = 150 mm
L = Length of cylinder = 300 mm
Table -4: Split Tensile strength of M30
Chart -3: Split tensile strength vs % of Polypropylene fibre
added for M30
Table -5: Split Tensile strength of M30
Chart -4: Split tensile strength vs % of Polypropylene fibre
added for M40
2.3 Flexural Strength Test
The following procedure is adopted to conduct the
flexural strength test.
 Brush the beam clean. Turn the beam on itside,with
respect to its position as moulded,and place it inthe
breaking machine.
 Set the bearing plates with the beam and adjust for
distance by means of the guideplatesfurnishedwith
the machine.
 Place a strip if leather or similar material under the
upper bearing plateto assist in distributingtheload.
 Bring the plunger of the jack into contact with the
ball on the bearing bar by turning the screw in the
end of the plunger.
 After contact is made and when only firm finger
pressure has been applied, adjust the needle on the
dial gauge to "0".
 Here we are applying two point loading onthebeam
specimen, apply load till it breaks and note that as
failure load .
Flexural Strength =PL/BD2×1000
Where,
P=Load in KN
L= Effective length of beam=250 mm
b=Width of the beam= 200 mm
d=Depth of beam =2000 mm
Table -6: Flexural Strength of M30
S.No Load
(KN)
Deflection On Beam M30
0% 1.25% 1.50% 1.75% 2%
1 0 0 0 0 0 0
2 5 2.30 2.20 2.0 1.90 2.40
3 10 4.00 4.50 4.20 4.00 4.75
4 15 7.70 7.50 7.20 7.00 8.00
5 20 11.5 10.85 10.6 10.0 11.25
6 25 13.12 12.9 12.5 11.8 13.40
7 30 12.20 13.40 12.8 11.9 13.50
Chart -5: Variation in Flexural strength of M30 concrete
S.No % Of
replacement
Curing Days(M30)
7 Days
(N/mm2)
14 Days
(N/mm2)
28 Days
(N/mm2)
1 0% 2.20 2.95 3.37
2 1.25% 2.36 3.15 3.65
3 1.50% 2.65 3.30 3.90
4 1.75% 2.82 3.64 4.12
5 2% 2.37 3.10 3.70
S.No % Of
replacement
Curing Days(M40)
7 Days
(N/mm2)
14 Days
(N/mm2)
28 Days
(N/mm2)
1 0% 3.00 3.65 4.20
2 1.25% 3.25 4.10 4.40
3 1.50% 3.40 4.25 4.55
4 1.75% 3.65 4.47 4.80
5 2% 3.10 4.00 4.37

Table -7: Flexural Strength of M30
S.No Load
(KN)
Deflection On Beam M40
0% 1.25% 1.50
%
1.75
%
2%
1 0 0 0 0 0 0
2 5 2.1 1.95 1.75 1.30 2.20
3 10 4.20 4.00 3.90 3.50 4.40
4 15 7.50 7.40 7.20 6.50 7.80
5 20 10.85 10.65 10.0 9.20 11.00
6 25 12.95 12.80 12.2 12.0 13.0
7 30 13.12 13.00 12.9 12.4 13.8
Chart -6: Variation in Flexural strength of M40 concrete
4. TEST RESULTS AND DISCUSSION
According to the above charts that are derived from the
results we canconclude that up to 1.75% of polypropylenein
concrete is suitable for preparing the specimen. By adding
this fiber to the concrete we can increase the property of
concrete. From the study, improvement in characteristic
strength of concretespecimens with polypropylenefiber,the
optimum mix percentage of polypropylene fiber that should
be mixed for better strength results was arrived at 1.75%
From the testing on concrete cube with optimum
polypropylene fiber mixing, it is found that the compressive
strength of the concrete cube is found to increase by about
90%in M30 grade and also 90% in M40, when compared to
ordinary concrete mix without polypropylene fiber. It is also
noted from the test that, cracks developedatthecubesurface
is very litter. This shows that the crack formation is arrested
by the polypropylene fiber to an extent.
From the testing on concrete cylinder with optimum
polypropylene fiber mixing, it is found that the split tensile
strength of the concrete cylinder is found to increase by
about 91% in M30 and also 91% M40, when compared to
ordinary concretemix withoutpolypropylenefiber.Fromthe
testing on plastic fiber reinforced concrete beam with
optimum polypropylene fiber mixing, it is found that the
flexural strength and the behavior of the beam is found to be
increased by about 111%, for M30 and 105% for M40 .when
compared to ordinarybeammixwithoutpolypropylenefiber.
5. CONCLUSION
Based on this experimental investigationthebehaviorof
polypropylene mixed concrete was concluded below. Use of
polypropylene fiber gives good cohesive, uniformanddense
mix and diminishes the segregation and bleeding tendency.
The Strength of concrete can be increased by adding up to
1.75% of polypropylene to the concretemix.Italsoincreases
the bonding strength between the concrete materials. The
strength of the concrete is increased by adding up to 1.75%
of polypropylene. Tension cracks were formed on both
control and macro plastic fiber reinforcedconcrete beamsin
middle span and shear cracks are formed near support
region. The macro plastic fibres decrease workability of the
fresh concrete, but effectively control plastic shrinkage
cracking. The macro plastic fibers also have obvious effects
on the compressive and flexural strength, which are
dominated by the concrete matrix properties. The main
benefit of using macro plastic fibres lies in improved
ductility in the post-crack region and flexural toughness of
concrete.
REFERENCES
[1] D. Yin, S., Tuladhar, R., Riella, J., Chung, D., Collister, T.,
Combe, M., & Sivakugan, N. Comparative evaluation of
virgin and recycled polypropylene fibre reinforced
concrete. Construction and buildingmaterials, 2016, pp.
134-141.
[2] Aly T Sanjayan G and Collins F (),“Effect of
polypropylene fibres on shrinkage and cracking of
concretes”, Journal of Materials and Structures, Vol. 41,
2014,pp. 1471-1753.
[3] Arivalagan S, “Earthquake-Resistant Performance of
Polypropylene Fiber Reinforced Concrete Beams”,
Journal of Engineering and Technology, Vol. 2 (01),
2014, pp. 63-67.
[4] Banthia N and Gupta R, “Hybrid fiber reinforced
concrete (HYFRC):fiber synergy in high strength
matrices”, Journal of Materials and Structures, Vol.37,
2013, pp. 707-716.
[5] Bureau of Indian Standards, “Concrete Mix
Proportioning Guidelines (10262-2009).
[6] Eswari S, Raghunath P and Suguna K, “Ductility
Performance of Hybrid Fiber Reinforced Concrete”,
American Journal of Applied Sciences, Vol. 5 (9), 2012,
pp. 1257-1262.
[7] Ratwani V, Ratwani M and Duggal S, A book of “Analysis
of Structures”, Laxmi Publication.
[8] Shah V and Karve S (2011), A book of “Limitstatetheory
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[9] Shetty M S (2011), “Concrete Technology Book”, S.
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[10] Shukla M, “Behaviour of Reinforced Concrete Beams
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