STUDIES ON METAKAOLIN BASED BANANA FIBRE REINFORCED CONCRETE

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International Journal of Civil Engineering and Technology (IJCIET)
Volume 8, Issue 1, January 2017, pp. 532–543, Article ID: IJCIET_08_01_061
Available online at http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=8&IType=1
ISSN Print: 0976-6308 and ISSN Online: 0976-6316
© IAEME Publication
STUDIES ON METAKAOLIN BASED BANANA FIBRE
REINFORCED CONCRETE
S. Kesavraman
Assistant Professor, Department of Civil Engineering,
SMK Fomra Institute of Technology Kelambakkam, Chennai, India
ABSTRACT
This paper investigates the effect of using high reactivity metakaolin on the properties of
Banana fiber reinforced concrete. Compressive strength, splitting tensile strength, flexural
strength, and Impact resistance test were investigated. HRM content used in this study was 5%,
10%, 15% and 20% with 0.5%, 1%, 1.5% and 2% of Banana fibers by volume of concrete.
The results indicated that the reference reinforced concrete with 2% Banana fibers by volume
showed a significant increase in Compressive strength, splitting tensile strength, flexural strength
and impact resistance, the percentage increase after 28-day relative to reference concrete were
29.6% , 30.7% and 179% respectively.
The results also showed that the incorporation of 15% HRM as a partial replacement by weight
of cement with 0.5% Banana fibers showed considerable improvement, the percentage increase in
compressive strength, splitting tensile strength, and flexural strength and 2% of Banana fibre
showed improvement of Impact resistance test after 28-day compared to reference concrete were
12.3% , 46.8% , and 46.5% respectively .
Key words: Metakaolin, Compressive strength, Banana fiber, reinforced concrete
Cite this Article: S. Kesavraman, Studies on Metakaolin Based Banana Fibre Reinforced Concrete.
International Journal of Civil Engineering and Technology, 8(1), 2017, pp. 532–543.
http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=8&IType=1
1. INTRODUCTION
Fiber reinforced concrete (FRC) is a composite material made with Portland cement, aggregate, and
incorporating discrete discontinuous fibers. Normal unreinforced concrete is brittle with a low tensile
strength and strain capacity. The addition of Banana fibers to concrete makes it more homogeneous and
isotropic and transforms it from a brittle to more ductile materials. Ordinary concrete includes numerous
micro cracks which are rapidly increased under the applied stresses. These cracks are responsible for the
low tensile, flexural strength, and impact resistance of concrete. Concrete reinforced with Banana fibers
impedes the crack growth and therefore enhances its strength and impact characteristics but it will also
reduce the workability, the addition of super plasticizer (Sp) is helpful to solve the potential problem of
tangling or balling of steel fibers. Thus the workability of the Banana fiber reinforced concrete (SFRC)
with the aid of (Sp) is ensured as a result.

Studies on Metakaolin Based Banana Fibre Reinforced Concrete
High performance concrete (HPC) has been defined as a concrete that possesses high workability, high
strength and high durability. The main ingredients of (HPC) are cement, fine aggregate, coarse aggregate,
water, mineral admixtures and chemical admixture. In recent years, high performance concrete (HPC) has
become widely used in transportation structures where strength and durability are two important
considerations. In HPC, a part of Portland cement is replaced by pozzolanic materials. These pozzolans
improve the strength and durability of concrete.
The use of highly active pozzolanic material in conjunction with (Sp) may produce high performance
concrete with special feature in both fresh and hardened states. A pozzolan is defined as a siliceous or
siliceous and aluminous material, it chemically reacts with calcium hydroxide Ca (OH) 2 at ordinary
temperatures to form compounds possessing
Cementations properties, calcium hydroxide are liberated during the hydration of Portland cement.
Lately, there has been much interest in the use of high reactivity metakaolin (HRM) as a supplementary
cementing material, produced by calcining purified kaolin clay in the temperature of 700° C.
Al2O3 . 2SiO2 . 2H2O → Al2O3 . 2SiO2 + 2H2O (1)
Kaolinite Metakaolin Steam
HRM (Al2O3 . 2SiO2) is a poorly crystallized white powder with a high pozzolanic reactivity, when
HRM reacts with calcium hydroxide, a pozzolanic reaction takes place whereby new cementations
compounds are formed . These newly formed compounds will contribute cementations strength and
enhanced durability properties to the system in place of the otherwise weak and soluble calcium hydroxide.
The use of (HRM) with (Sp) can enhance the strength and durability of steel fiber reinforced concrete due
to reduction of permeability.
1.1. Problem of the Research
Although concrete is a widely used construction material, it has major disadvantages such as low tensile
strength, impact resistance, and it is liable to cracking It is generally agreed that the higher the strength of
concrete, the lower its ductility so that the observed inverse relationship between strength and ductility is
considered in some structural application.
1.2. Objective of the Research
The brittle nature of plain concrete cannot be neglected and an approach to make Concrete a ductile
material is necessary. The incorporation of Banana fibers as a randomly distributed reinforcement is an
alternative solution, the presence of fiber improve the tensile strength, flexural strength , ductility , and
much more efficient at controlling cracking at the aggregate – matrix interface , but it will be also reduce
the workability . The addition of super plasticizer can solve the problem of the workability and the
utilization of metakaolin ( in addition to the cement paste ) to fill the void between blended aggregates will
increase the density of concrete and improved the durability , therefore , to develop fiber reinforced
concretes with specialized mineral admixtures where the problem of brittleness is reduced .
2. MATERIALS
2.1. Cement
Chetinadu Cement, 43 grade OPC confirming to IS: 8112 [13] was used for the present study. The
properties of cement were tested in accordance with IS 403 [6] the results are given in Table.
2.2. Coarse Aggregate
The coarse aggregate used was a normal weight aggregate with a maximum size of 20mm and was
obtained from the local supplier and it was tested in accordance with IS: 2386-1964. The results are given
in Table.

S. Kesavraman
2.3. Fine Aggregate
Good quality river sand, free from silt and other impurities and which is locally available, was used in this
study. Salient properties of the fine aggregate determined by standard tests accordance with IS 2386 (part
II & III) -1963 and results are given in Table.
2.4. Metakaolin
The Metakaolin is used for the investigation. The physical properties of metakaolin such as specific gravity
and surface area were measured using the procedure presented by IS 1727-1969. The particle size of the
metakaolin was referred with the help of scanning electron microscope. The physical properties of
metakaolin are given in table.
2.5. Banana Fibre
The Banana used for this work is from the local village, Tamilnadu region. The fibres are available in
processed and ready-to- use. fibres ‘as available form’ (i.e. plant) to ‘ready to use form’. Uniform length of
fibres was obtained by using cutting machine. Salient physical and mechanical properties of Banana were
determined in their natural form. Length of Banana fibres was measured by a vernier scale and the
diameter by the micrometer. Specific gravity and density of Banana fibres were determined using a
pycnometer. Since the Banana fibres have a tendency to absorb water especially during the first few hours
after immersion in water, the specific gravity and density were calculated after 24hrs of immersion in
water. The physical and mechanical properties of the Banana fibres are presented in Table.
2.6. Water
Water is an important ingredient of concrete as it actively participates in the chemical reaction with
cement. Since it helps to form the strength giving cement gel, the quantity and quality of water is required
to be looked into very carefully. Potable water is generally considered satisfactory. In the present
investigation, tap water was used for both mixing and curing purposes.
2.7. Chemical Admixture
Metakaolin concrete requires super plasticizer and it has be noticed through experimentally that at which
stage of replacement of metakaolin concrete requires super plasticizer. In order to obtain suitable
workability, super plasticizer will be added.
Table 1 Physical Properties of Cement
Sl.No. Property Value
1 Specific gravity 3.12
2 Standard consistency 31%
3 Initial setting time 128
4 Final setting time 260
5 Compressive Strength
3days, MPa
7days, Mpa
24.9
35.7
6 Soundness, Lechatlier (mm) 1.89
7 Fineness, m2
/kg 306

Table 2 Properties of Coarse Aggregate and fine Aggregate
Table 3 Properties of Metakaolin
Table 4 Properties of Banana Fiber
Property
Fibre Length
(mm)
Fibre Diameter
(mm)
Specific
Gravity
Water Absorption
for 24 hrs
duration
Value 300 0.05 1.12 98%
Table 5 Mix Details for Concrete
Materials
0%
Mk
5%
Mk
10% Mk 15% Mk 20% Mk
Cement (kg/m3) 380 361 342 323 304
Metakaolin
(kg/m3)
0 19 38 57 76
Coarse aggregate
(kg/m3)
1169 1169 1169 1169 1169
Fine aggregate
(kg/m3)
656 656 656 656 656
Water 171 171 171 171 171
W/C ratio 0.45 0.45 0.45 0.45 0.45
SP 0.2 0.2 0.2 0.2 0.2
Table 6 Details of Elements Cast for Strength Studies (M30 grade; for 28 days)
S.No Property Value
1 Specific gravity of metakaolin 2.51
2 Specific Surface Area 10180 cm2
/g
3 Particle size ( average ) 2.4 um
S.No Property Value C.A Value F.A
1
Specific gravity of C.A
and F.A
2.72 2.61
2 Water absorption 0.33 % 1%
3 Bulk density 1420 kg/m3
1560 kg/m3
4 Fineness modulus 6.98 2.62
Sl.NO Type of testing Element
No. of specimens
for Strength
Studies
No. of specimen
with fiber for
strength Studies
Total no. of
specimens cast for
the total no. of
mixes (i.e. 5)
1
Cube
(100mm x 100mm x 100mm)
30 30 60
2
Beam
(100mm x 100mm x 500mm)
15 15 30
3
Cylinder
(100mm x 200mm )
15 15 30
4
Circular slab
(150mm x 63.5mm )
15 15 30

S. Kesavraman
3. RESULTS AND DISCUSSIONS
General
In this chapter, the results of the investigations on the best mix proportion of concrete at various
replacements of OPC with metakaolin, and workability and strength of Banana fibre reinforced concrete
are presented.
3.1. Workability compressive strength and XRD analysis of concrete incorporated with
Metakaolin
3.1.1. Workability
Slump test was used to measure the workability of concrete with and without metakaolin. It is found that
the slump (or) workability decreases, as the percentage of metakaolin increases. The percentage decrease
in workability at 20% of replacement of OPC with metakaolin is 40% with respect to the reference
concrete. The variation of workability is graphically represented with respect to metakaolin replacement.
3.1.2. Compressive Strength
The results of the compressive strength of concrete with and without admixing metakaolin are given in
Table. The variation of the above strength is also given in Fig. From the result it show that the compressive
strength increases with increase in the percentage of metakaolin, up to 15%, beyond which the
compressive strength decreases. The maximum compressive strength obtained is 20.2% higher than the
reference concrete compressive strength. From the above study, the best mix proportion was found at 15%
replacement of metakaolin for further study i.e. for the Banana fibre reinforced concrete.
Table 7 Workability and Compressive strength of concrete incorporating with Metakaolin (7 and 28 days ages)
Figure 1 The variation of workability is graphically represented with respect to metakaolin replacement
0
20
40
60
80
100
120
0%MK 5%MK 10%MK 15%MK 20%MK 25%MK 30%MK
Slumpinmm
MIX CODE
Workability Value in
terms of Slump
(mm)
COMPRESSIVE STRENGTH
(N/mm2
)
7 DAYS` 28 DAYS
Control 100 23.7 39.4
5Mk 95 27.6 42.7
10Mk 83 31.4 46.1
15Mk 80 34.8 49.4
20Mk 70 33.1 48.4
25Mk 72 32.1 47.3
30Mk 60 30.4 45.1

Figure 2 Variation of Compressive Strength of Concrete Incorporated with Metakaolin
3.1.3. XRD Analysis
The results of the XRD pattern of concrete at the replacement levels of 0%, 5%, 10%, 15% and 20% by
metakaolin are shown in Fig.4.3. From the XRD patterns, it shows that the Ca (OH),(CH) peaks are lowest
in the concrete with metakaolin as compared to the reference concrete. Among the replacement levels of
metakaolin, 15% replacement has lowest peak of Ca(OH),(CH), due to the reaction of CH and MK. CH
cannot directly produce strength to the cement paste; only after it was translated to C-S-H gel by
pozzolanic reaction with active minerals MK can observe CH to form C-S-H, making the micro structure
denser. CH often occurs in the form of crystal and produce interfaces (weak combinations) inside the
cement matrix. However, C-S-H has been tremendous specific surface, which produces a greater
combination force inside the paste, and it is a continuum structure (there is no interface).
Most of CH was consume, the more C-S-H was formed, and higher strength of concrete. This is very
helpful to the early strength development of cement mortars. So XRD analysis indicates that more Ca (OH)
was consumed after adding mineral ad-mixture.
0
10
20
30
40
50
60
Control 0% 5%MK 10%MK 15%MK 20%MK 25%MK 30%MK
Compressivestrength(N/mm2)
7 Days
28 Days

S. Kesavraman
Figure 3 X-ray Diffraction (XRD) pattern for (0% and 15%) of metakaolin
3.2. Workability of Banana Fibre Reinforced Concrete
The results of the workability of Banana fibre reinforced concrete are given in Table. It shows that the
workability decreases with increase in fibre content.
Table 8 Workability of Banana Fibre Reinforced Concrete
3.3. Compressive Strength of Banana Fibre Reinforce Concrete
Compressive strength of Banana fibre reinforced concrete, (M30 grade; Vf = 0%, 0.5%, 1.5%, 2%, at fibre
length of 20mm) at 7 and 28 days of normal curing are given in table 4.3 and its variation is show in Fig.
4.4
Following are the inferences drawn from the results obtained.
• The compressive strength of Banana fibre reinforced concrete has shown considerable increase relative to
the reference concrete, upto 0.5% fibre content, beyond which the strength decreases.
• The compressive strength obtained at 0.5% fibre content is 58.6 N/mm2
which is 18.62% higher than the
reference concrete strength.
• The compressive strength at 1.5% fibre content is 51.9 N/mm2
, which is 5% higher than the reference
concrete strength.
Fibre Content
Workability of Banana fibre
reinforced concrete using Inverted Slump Cone Test
(Seconds)
Control 22
0.5% 24
1% 25.5
1.5% 27
2% 28

Table 9 Compressive strength of Banana fibre reinforced concrete (M30; at 7 days and 28 days)
Figure 4 Compressive strength of Banana fibre reinforced concrete of various fibre content (M30; Fibre content =
0.5%, 1%, 1.5% and 2%)
3.4. Flexural Strength of Banana Fibre
Flexural strength of Banana fibre reinforced concrete, (M30 grade; Vf = 0%,0.5%,1.5%,2%, at fibre length
of 20mm) at 28 days are presented in table 4.4 and its variation shown in Fig.
• Flexural strength of Banana fibre reinforced concrete is also maximum, when the fibre content is 0.5%,
when compared to the other fibre contents.
• The maximum flexural strength obtained at 0.5% fibre content is 6.4 N/mm2
, which is 17.64% higher than
the reference concrete strength.
Table 10 Flexural strength of Banana fibre reinforced concrete (M30; 28 days)
Sl.No Fibre Length
(mm)
Fibre Content
(%)
Flexural Strength
(MPa)
1.
20
0 5.44
2. 0.5 6.4
3. 1 5.88
4. 1.5 5.20
5. 2.0 4.95
SI.No.
Fibre content
%
Compressive Strength MPa
7 days
28 days
1 0 34.8 49.4
2 0.5 43.9 58.6
3 1 42.4 55.9
4 1.5 37.8 51.9
5 2 31.9 44
0
10
20
30
40
50
60
70
0% 0.50% 1% 1.50% 2%
Compressivestrength(N/mm2)
Fibre content
7 days
28 days

S. Kesavraman
Figure 5 Flexural strength of Banana fibre reinforced concrete of various fibre content (M30; Fibre content = 0.5%,
1%, 1.5% and 2%)
3.5. Split Tensile Strength of Banana Fibre Reinforced Concrete
Split tensile strength of Banana fibre reinforced concrete (M30 grade; Vf = 0%, 0.5%, 1.5%, 2%, at fibre
length of 20mm) at 28 days are presented in table 4.5 and its variation shown in Fig.
• Split tensile behaviour of Banana fibre reinforced concrete is similar to that of compressive and flexural
strength within the range of fibre content (i.e 0% to 2% at fibre length of 20mm) and fibre length considered.
• Split tensile strength of Banana fibre reinforce concrete is also maximum, when the fibre content is 0.5%,
when compared to other fibre contents.
• The maximum split tensile strength attained at 0.5% fibre content is 4.93 N/mm2
, which is 15.18% higher
than the reference concrete strength.
Table 11 Split tensile Strength of Banana Fibre Reinforced Concrete (M30; 28Days)
Sl.No Fibre Length
(mm)
Fibre Content
(%)
Split Tensile Strength
(MPa)
1.
20
0 4.28
2. 0.5 4.93
3. 1 4.53
4. 1.5 4.03
5. 2.0 3.73
Figure 6 Split tensile strength of Banana fibre reinforced concrete of various fibre content (M30; Fibre content =
0.5%, 1%, 1.5% and 2%)
0
1
2
3
4
5
6
0% 0.50% 1% 1.50% 2%
Flexuralstrength(N/mm2)
Fibre content
28 days normal
water curing
0
1
2
3
4
5
6
0% 0.50% 1% 1.50% 2%
Splittensilestrength(N/mm2)
Fibre content
28 Days

3.6. Impact Strength of Banana Fibre Reinforced Concrete
Impact strength of Banana fibre reinforced concrete (M30 grade; Vf = 0%, 0.5%, 1% 1.5%, 2%, at fibre
length of 20mm) at 28 days are presented in Table 4.6 and its variation shown in Fig. 4.7.
• The impact strength of Banana fibre reinforced concrete increases with increase in fibre content (i.e. 0% to
2% at fibre length of 20mm) and fibre length considered.
• The above behaviour may be related to the ability of Banana fibres in absorbing the energy to produce
failure. The fibre addition causes more closely spaced cracks, with a reduced crack width leading to the
absorption of large energy.
• The maximum impact energy at 2% fibre content is (energy per blow) which is 36.9% higher than the
reference concrete.
• In the case of reference concrete (i.e. without Banana fibres) the energy required to completely fail the
specimen is (energy per blow), which is 1.2 times higher than the impact energy required for the initial crack
in the specimen.
• Whereas in the case of Banana fibre reinforced concrete specimen at 2% fibre content, the energy requires to
completely fail the specimen is (energy per blow), which is 1.75 time higher than the impact energy required
for the initial crack in the specimen.
• Along with the impact strength of the specimen, total length of crack is also observed. It is found that the
lateral length of crack also increases wit increase in the fibre content.
• Based on the above total crack length (i.e. for the complete failure of the specimen), the energy required for
millimetre crack length was calculated. It is found that the energy required in joules per millimetre length of
cracks is 56.7J/mm at 2% fibre content which 36.9 % higher than the reference concrete. This show the role
of Banana fibres in resisting the cracks in the concrete.
Table 12 Impact strength of Banana Fibre Reinforced Concrete (M30; 28Days)
SI. No FIBRE%
No Of Blows
For The First
Crack
Joule
No Of Blows For
The Final
Failuare Joule
Total Length
Of Crack
Impact
strength per
mm length of
crack
1 0 5 10.1 6 12.1 29 0.41
2 0.5 8 16.2 14 28.3 33 0.42
3 1 11 22.2 20 40.5 36 0.55
4 1.5 13 26.3 24 48.6 40 0.6
5 2 16 32.’5 28 56.7 43 0.65
Figure 7 Impact strength of Banana fibre reinforced concrete of various fibre content (M30; Fibre content = 0.5%,
1%, 1.5% and 2%)
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0% 0.50% 1% 1.50% 2%
Impactstrength(N/mm2)
Fibre content
28 Days normal
water curing

S. Kesavraman
4. RESULT
In this chapter, salient conclusions, based on the extensive experimental investigations carried out and the
discussion on strength and durability are presented. The relative performance of Banana fibre reinforced
concrete as compared to the plain concrete has been highlighted. A few specific recommendations based
on the assessment/usefulness of the present study, are also given.
4.1. Workability and Compressive Strength of Concrete Incorporated with Metakaolin
• Workability decreases, as the percentage of metakaolin increases.
• The maximum compressive strength obtained is 49.4N/mm2
at 15% replacement of OPC with metakaolin,
which is 20.2% higher than the reference strength.
• At 15% replacement of OPC with Metakaolin in XRD analysis, most of CH was consumed, and the more C-
S-H was formed, leads to higher strength of concrete. This is very helpful to the early strength development
of cement mortars.
• XRD analysis indicates that more Ca (OH) was consumed after adding metakaolin ad-mixture.
• From the above study, the best mix proportion was chosen at 15% replacement of metakaolin for further
study i.e. for the Banana fibre reinforce concrete
4.2. Strength Behaviour of Banana Fibre Reinforced Concrete
• Compressive, flexural and split tensile strength of Banana Fibre Reinforced Concrete are maximum at 0.5%
fibre content with 20mm fibre length.
• Impact strength of Banana Fibre Reinforced Concrete are maximum at 2% fibre content.
• The compressive strength obtained at 0.5% fibre content is 58.6 N/mm2
which is 18.62% higher than the
reference concrete strength.
• The maximum flexural strength obtained at 0.5% fibre content is 6.4 N/mm2
, which is 17.64% higher than
the reference concrete strength.
• The maximum split tensile strength attained at 0.5% fibre content is 4.93 N/mm2
, which is 15.18% higher
than the reference concrete strength.
• The maximum impact energy at 2% fibre content is (energy per blow) which is 36.9% higher than the
reference concrete.
• (vii)The energy required in joules per millimetre length of cracks is 56.7 J/mm at 2% fibre content which
36.9 % higher than the reference concrete. This show the role of Banana fibres in resisting the cracks in the
concrete.
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