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Journal of Green Engineering (JGE)
Volume-10, Issue-1, January 2020
Sustainable Efficiency of Fly Ash with Fibre Composite Matrix on Volume Reduction in
Flexural Rigidity
1V. M. Sounthararajan,
2S. Sivasankar,
3K.M. Basanth Babu,
4R. Vinodh Kumar
1Professor, Department of Civil Engineering, CMR Technical Campus, Kandlakoya,
Medchal Road, Hyderabad, Telangana, India. E-mail: [email protected] 2Associate Professor, Department of Civil Engineering, CMR Technical Campus,
Kandlakoya, Hyderabad, Telangana, India. E-mail: [email protected] 3Professor, Department of Civil Engineering, KLN College of Information
Technology, Sivagangai, Tamil Nadu, India. E-mail: [email protected] 4Assistant Professor, Department of Civil Engineering,, Meenakshi College of
Engineering, Chennai, Tamil Nadu,India.. E-mail: [email protected]
Abstract The present study has been attempted the sustainable effects of fibre matrix
in Eco-friendly strength development on the size reduction in concrete due to
low and higher dosage level of fibres from 0% to 2% (by volume fraction). A
high strength mix proportions have designed for various trial and error
methods with different thickness of specimen for flexural strength. The
various water to binding material ratio (w/b), the addition of superplasticizer,
Fine aggregate to coarse aggregate (F/c-ratio) and fly ash exchanged to OPC
overall 25% for calculating the compressive strength, flexural strength and
UPV. The various experimental test values for strength attainment from the
best mix of 20% fly ash with 1.6% of steel fibres obtained the maximum
compressive strength of 25.80 MPa & 41.80 MPa for 7 & 28-days
respectively. Also, the excellent bending performance in the case 20 mm
depth reduction in concrete volume having higher dosage level of fibres has
produced the higher stress carrying capacity of the flexural strength of 3.90
Journal of Green Engineering, Vol. 10_1, 161–179. Alpha Publishers
This is an Open Access publication. © 2020 the Author(s). All rights reserved
162 V. M. Sounthararajan et al
MPa for 7-days & 5.30 MPa (increased up to 70.96%) for 28-days curing
than that of control concrete beam.
Keywords: Compressive Strength, Flexural Strength, Glued Steel Fibres,
Size Reduction, Ultrasonic Pulse Velocity
1 Introduction
Fibre-reinforced concrete made with different mix ingredients such as
Portland cement, aggregates, water, chemical admixtures and various type
of fibres can randomly distributed. The Eco-friendly concrete made of fibres
should be minimize the cracks, improving the ultimate load, increasing the
strain hardening in the toughness properties and pull-out resistance owing to
load acting downward directions as a result of to minimize the volume
reduction in concrete for various mixes. High strength concrete has mostly
focused on the durability for various applications such as high-rise
buildings, bridges and piers and other application works. The maximum
load capacity of the member is considerably increased and the toughness of
the materials due to efficiency of fibres and also extend the strain hardening
even after the failure of members when subjected to external loading system
thereby to improve the concrete cover. Also, it can improve the severe
environmental conditions and provide a better Eco-friendly atmosphere in
construction industries. It is well-governed for changing the brittle mode to
ductile mode when the additions of fibres due to improving the flexural
mechanism instead of plain cement concrete. Toughness characterization of
FRC becomes concrete beams more complicated due to erroneous
misrepresentation of post-peak behaviour of the extraneous deflections
arising during testing. The source of the error caused either machine or at
the point of measurement of deflection was pointed out.
2 Related works
Taylor et al. [1] noted that the toughness measurements of FRC were
conducted towards the flexure rigidity on third-point loading methods by
using the un-notched beams.
Gopalaratnam and Gettu [2] reported the essential measurement of
toughness index is related to the different energy-based dimensionless
indices in concrete.
A. Sivakumar and Manu Santhanam [3] concluded that the optimum
level of hybrid fibres up to 0.5% (volume fraction) to increase the toughness
Sustainable Efficiency of Fly Ash with Fibre Composite Matrix on Volume Reduction
in Flexural Rigidity 163
properties of conventional concrete and also bridging effects due to energy-
absorbing techniques and also contribute the fewer micro-cracks effects due
to non-metallic fibres for various mixes.
V. M. Sounthararajan & A. Sivakumar [4] remarked that the significant
effects while usage of the steel fibres in the mortar along with fresh concrete
shown the improvement in pre-peak and post-peak toughness in the flexural
rigidity for various mixes.
Swamy et al. [5] found that the inclusion of fibres in CC and thus
resulting in a higher degree of compressibility, crack width reduction of
concrete and plastic deformation along the tension zone of the member and
also improved the toughness properties.
Nataraja et al. [6] noted that the SFRC has been produced the post-crack
flexural properties and reduce the brittleness in CC and increasing the high
performance of concrete.
Cucchiara et al. [7] expressed the inclusion of fibres were drastically
enhanced the shear-capacity either partially or fully replaced the vertical
stirrups in RC structural members.
O. Eren and T. Celik [8]; Koksal et al. [9] concluded the propagation of
the crack in the fracture plane as considerably controlled in the post-peak
region towards the usage of fibres. Fibres bonded with matrix in 3 phase
materials has exhibited the higher tensile strength in the conventional
concrete due to crack propagation after cracking or failure of the elements
and also significantly increased the pulled out resistance power due to ball-
bearing effects of the matrix strain hardening in the cracks between steel
fibre and matrix.
Yusa Sahin and Fuat Koksal [10] observed that the improvement in
energy capacity, strength gains and performance in concrete in the case of
varying water cement ratio of 0.35, 0.45 and 0.55 along with steel fibre
addition from 0.33%, 0.67% and 1% (by volume fraction) for various
mixes.
Semsi Yazici and Hasan Sahan Arel [11] achieved that the pull-out
resistance up to 7 to 16% for different concrete cover 40, 55 & 70 mm and
also model were prepared at 28-days curing for different aspect ratio (l/d
ratio 60 & 80) in concrete.
H. A. Toutanji [12] emphasized that the matrix effects on the
polypropylene fibre and matrix improving ductility, bending stress and
minimize the first crack when the ultimate load reached for various mixes of
concrete.
Biqin Dong et al. [13] experimentally summarized which is related to a
new technique method by using the synthesized in situ fibres along with
SCM’s produced an excellent performance in the fracture toughness due to
ductile behaviours improved in plain cement concrete for various mixes at
different curing days.
164 V. M. Sounthararajan et al
VM Sounthararajan, A. Sivakumar [14] performed that the ultrasonic
pulse velocity used in Plexiglas mould for various mixes of fresh cement
paste to monitor the setting properties and also waste byproduct binding
materials used in conventional concrete were studied systemically.
Sounthararajan and Sivakumar [15] achieved the inclusion of fibres,
there is no significant effect on the crushing strength but in the case of high
tensile strength was improved in split and flexural than that of the with and
without fibre addition in conventional concrete.
2.1 Research Highlights
This experimental test result indicates the bonding properties of
materials shown an excellent performance in the post cracking performance
and fracture energy improvement.To fix the waste binding materials and
dosage of fibres in CC at different age of specimens. Bending stress is
drastically improved and excellent bending stress due to size reduction in
concrete volume up to 20 mm when the inclusion of steel fibres in
conventional concrete.
3 Material Used
3.1 OPC
Table 1 provided the test values of OPC are satisfactory as per
guidelines in IS 12262-1969 [16].
Table 1 Test values of OPC (53-grade)
Co
nsi
sten
cy
Setting
time
(minutes)
Sp
ecif
ic g
rav
ity
Fin
enes
s
Crushing
strength
(MPa)
Init
ial
Fin
al
7-d
ay
s
28
-da
ys
32% 125 255 3.15 5% 28.50 44.70
Sustainable Efficiency of Fly Ash with Fibre Composite Matrix on Volume Reduction
in Flexural Rigidity 165
3.2 Fine Aggregate
The concrete mixes used for natural river sand having a specific gravity
of 2.59 and fineness of 3.05 as confirming Zone III as given details in IS
383-1970 [17].
3.3 Coarse Aggregate
Crushed granite stone used for coarse aggregates passing through 20
mm and retained on 10 mm sieve for various mixes in concrete. The test
value of specific gravity is 2.61 and fineness of 6.82 [17].
3.4 Glued Steel Fibres
To improve the bending stress by adding both ends hooked glued type
of steel fibres (GSF) and details are given in Table 2 and Figure 1 gives the
image of GSF.
Table 2 Specification details for glued steel fibres
Appearance
Relative
density
(g/cc)
Length
(mm)
Diameter
(mm)
l/d
ratio
Tensile
strength
(MPa)
Failure
strain
(%)
Both end
hooked 7.8 35 0.54 65 1460 5
166 V. M. Sounthararajan et al
Figure 1 Image of steel hooked fibres
3.5 Chemical Superplasticizer
A PCE (Polycarboxylic ether based superplasticizer) were added up to
1.5% throughout the experimental work for various mixes of concrete and
achieving the desired workability of more than 75 mm slump by slump cone
test. Also, rapid hardening admixtures were added for 1 litre equal to 50 kg
of cement accordingly calculated for overall binder (cement + fly ash)
content for various mixes.
3.6 Mixture Proportions
Table 3 represents the various mix proportions having nine concrete
mixture proportions (MI-0 & SR-0 for control mixes & other mixes MI-0.4
to MI-2.0, SR-0.4 to SR-2.0), varying water to binding material ratio (w/b)
0.35 & 0.38, two different F/c- ratio (Fine aggregate to coarse aggregate) of
0.6 & 0.8, fly ash replaced from 0 to 25% in OPC and RHA for 50 kg of
OPC per litres accordingly mixed along with 1.5 % of PCE and inclusion of
glued steel fibres 0%, 0.4%, 0.8%, 1.2%, 1.6% & 2.0% (by volume fraction)
was used for various mixes.
Sustainable Efficiency of Fly Ash with Fibre Composite Matrix on Volume Reduction
in Flexural Rigidity 167
Table 3 Various mix details
3.7 Preparation and Curing Details
The various constituents were prepared in drum-type mixer machine.
Initially, the required amount of water (based on the w/b ratio) along with
superplasticizer was mixed thoroughly after that all the ingredients were
drily mixed within 3 minutes further addition of the liquids into the various
mixes to make the fresh concrete and pour the concrete into the standard
size of steel moulds with table vibrator around 30 seconds required for
compaction. After that, the top surface should be levelled with the help of
trowel and 24 hours were kept in the room temperature. Finally, natural dry
up to 24 hours required after that all samples were kept in water curing tank
for complete the hydration process due to hardening of the concrete and
tested the samples for various mixes of concrete.
3.8 Size Details for Concrete Prism
Table 4 presents the various mixes for different size of concrete prism to
cast the flexural properties of concrete.
Mix Id w/c
ratio
F/C
ratio
C/TA
ratio
GS
Fibres
%
RHA
50
kg
per
litres
Cem
en
t
Fly
ash
Fin
e
Ag
greg
ate
Co
arse
Ag
greg
ate
Wa
ter
kg/m3
MI-0 0.35 0.6 0.26 0 0 470.00 0 672 1113 164.50
MI-0.4 0.35 0.6 0.26 0.4 9.4 446.50 23.50 672 1113 164.50
MI-0.8 0.35 0.6 0.26 0.8 9.4 423.00 47.00 672 1113 164.50
MI-1.2 0.35 0.6 0.26 1.2 9.4 399.50 70.50 672 1113 164.50
MI-1.6 0.35 0.6 0.26 1.6 9.4 376.00 94.00 672 1113 164.50
MI-2.0 0.35 0.6 0.26 2.0 9.4 352.50 117.50 672 1113 164.50
SR-0 0.38 0.8 0.24 0 0 470.00 0 815 1019 178.60
SR-0.4 0.38 0.8 0.24 0.4 9.4 446.50 23.50 815 1019 178.60
SR-0.8 0.38 0.8 0.24 0.8 9.4 423.00 47.00 815 1019 178.60
SR-1.2 0.38 0.8 0.24 1.2 9.4 399.50 70.50 815 1019 178.60
SR-1.6 0.38 0.8 0.24 1.6 9.4 376.00 94.00 815 1019 178.60
SR-2.0 0.38 0.8 0.24 2.0 9.4 352.50 117.50 815 1019 178.60
168 V. M. Sounthararajan et al
Table 4 Different size of concrete details
Size of prism concrete Test
method
100 (breadth) X 100
(depth) X 500 (length)
mm (Normal size)
Th
ird
po
int
load
ing
met
ho
d
Breadth, length was
constant but 10 mm depth
reduced
Breadth, length was
constant but 20 mm depth
reduced
Breadth, length was
constant but 30 mm depth
reduced
4 Methodology 4.1 Compressive Strength of Concrete (Testing Methods)
From the de-mouldings to testing date has considered for age of
concrete also before testing the specimens to monitor the ultrasonic pulse
velocity after that the samples have experimented in CTM as seen in Figure
2.
Figure 2 Test set up for compression machine used in the study
Sustainable Efficiency of Fly Ash with Fibre Composite Matrix on Volume Reduction
in Flexural Rigidity 169
4.2 Flexural Rigidity
Figure 3 gives the flexural test set up to calculate the flexural properties
as per Indian Standard (IS) 516-1959 [18]. Figure 4 shows the size reduction
of volume for different mixes.
Figure 3 Flexural test setup
Figure 4 Image for size reduction of concrete volume
170 V. M. Sounthararajan et al
4.3 UPV Test
Figure 5 gives the image of the UPV (ultrasonic pulse velocity method)
to determine the strength by measuring the path velocity (known distance)
and how much time taken to travel from transducer to receiver with
oscillation frequency range is 50 kHz when pulse passing through a smooth
surface of the concrete as prescribed in IS 13311-1970 (Part-1) [19].
Figure 5 Test setup for UPV
5 Test Results and Discussions 5.1 Compressive Properties of Concrete
Figure 6 represented the results of various samples. The addition of fly
ash up to 20 % along with 1.6% of fibres, F/c-ratio 0.6, the marginally (MI-
1.6 mix id) increased the strength up to 25.80 MPa at seven days and 41.80
MPa at twenty eight days than the control samples.
The best mix shows when15% of fly ash replaced in OPC with 1.2 % of
fibres along with rapid hardening admixture concrete produced the
improved strength of 26.01 MPa & 38.30 MPa for seven and twenty eight
days respectively (SR-1.6 mix id). However, further addition of fly ash
more than 15% there was decreased the strength attainment for various
mixes.
Sustainable Efficiency of Fly Ash with Fibre Composite Matrix on Volume Reduction
in Flexural Rigidity 171
Figure 6 Crushing strength of all samples
5.2 Flexural Rigidity
The efficiency of fibres samples has developed maximum flexural
strength of concrete that control concrete (MI-0 & SR-0 mix id) and also
concluded the marginal strength in compression and tensile strength for
various mixes.
Figure 7 represents the various test results the maximum strength
obtained from 7-days up to 3.90 MPa and 28-days up to 4.75 MPa for 1.6%
of fibres inclusion than compared to other mixes even higher F/c-0.8.
MI-0MI-
0.4
MI-
0.8
MI-
1.2
MI-
1.6
MI-
2.0SR-0
SR-
0.4
SR-
0.8
SR-
1.2
SR-
1.6
SR-
2.0
7 days 21.30 22.54 23.43 24.50 25.80 20.90 21.35 22.78 24.10 26.01 24.20 23.15
28 days 33.24 36.20 38.45 39.12 41.90 34.50 29.45 30.58 37.50 38.30 35.14 36.21
0
5
10
15
20
25
30
35
40
45
Cru
shin
g s
tren
gth
of
con
cret
e
(MP
a)
172 V. M. Sounthararajan et al
Figure 7 Flexural rigidity-Normal sizes
Figure 8 represents the sample test values up to 10 mm size reduction
for various mixes from 7-days of flexural strength exhibited 3.84 MPa up to
42.22% increased and 5.10 MPa for 28-days up to 70% increases (MI-1.6)
when compared to control concrete for different moist curing.
Figure 8 Size reductions of concrete up to 10 mm (depth)
MI-0MI-
0.4
MI-
0.8
MI-
1.2
MI-
1.6
MI-
2.0SR-0
SR-
0.4
SR-
0.8
SR-
1.2
SR-
1.6
SR-
2.0
7 days 3 3.1 3 3.2 3.9 2.5 2.7 3 3 3.25 3.1 2.8
28 days 3.3 3.75 3.75 3.8 4.75 3 3.41 3.5 3.51 3.6 3.6 3.1
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5F
lex
ura
l ri
gid
ity
(M
Pa)
Mix id (Normal size)
MI-0MI-
0.4
MI-
0.8
MI-
1.2
MI-
1.6
MI-
2.0SR-0
SR-
0.4
SR-
0.8
SR-
1.2
SR-
1.6
SR-
2.0
7 days 2.7 2.7 2.7 3.5 3.84 2.7 2.9 2.9 3.1 3 3.2 3.1
28 days 3 3.4 3.5 4.3 5.1 3.5 3 3.2 3.4 3.3 3.7 3.3
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
5.5
Fle
xu
ral
rig
idit
y (
MP
a)
Steel fibre (%) & (10 mm size reduction)
Sustainable Efficiency of Fly Ash with Fibre Composite Matrix on Volume Reduction
in Flexural Rigidity 173
Figure 9 represents the sample test values up to 20 mm size reduction
for various mixes from 7-days of flexural strength exhibited 3.90 MPa up to
31.31% increased and 5.30 MPa for 28-days up to 70.96% increases (MI-
1.6 mix id) when compared to control concrete for different moist curing.
Figure 9 Size reductions of concrete up to 20 mm (depth)
Figure 10 shows the volume reduction of concrete up to 30 mm for
various mixes the strength considerably reduced for 7 and 28 days curing
when compared to without size reduction. However, it’s applicable only 20
mm size reduction in beam concrete for various mixes.
MI-0MI-
0.4
MI-
0.8
MI-
1.2
MI-
1.6
MI-
2.0SR-0
SR-
0.4
SR-
0.8
SR-
1.2
SR-
1.6
SR-
2.0
7 days 2.97 2.97 3 3.63 3.9 2.97 3.19 3.19 3.41 3.3 3.52 3.41
28 days 3.1 3.74 3.85 4.72 5.3 3.28 3.3 3.5 3.8 3.7 4.07 3.65
00.5
11.5
22.5
33.5
44.5
55.5
6
Fle
xu
ral
rig
idit
y (
MP
a)
Steel fibre (%) & (20 mm size reduction
7 days 28 days
174 V. M. Sounthararajan et al
Figure 10 Size reductions of concrete up to 30 mm (depth)
Figure 11 shows the failure pattern of the concrete prism in the case of
20 mm size reduction in concrete with the 1.6% of steel fibres. It's
technically proved the bridging effects on the cracks near the edges of steel
fibres as try to extend the end became a straight (hooked edges) thereby the
strain hardening should take place to prolong the failure of the structures
even though reached the ultimate load for various mixes.
Figure 11 Image of both ends hooked fibres after failure pattern
MI-0MI-
0.4
MI-
0.8
MI-
1.2
MI-
1.6
MI-
2.0SR-0
SR-
0.4
SR-
0.8
SR-
1.2
SR-
1.6
SR-
2.0
7 days 2.7 2.79 2.7 2.88 3.24 2.25 2.43 2.7 2.7 2.925 2.79 2.52
28 days 2.97 3.375 3.3 3.42 3.45 2.7 3.069 3 3.159 3 3 2.79
0
0.5
1
1.5
2
2.5
3
3.5
4
Fle
xu
ral
rig
idit
y (
MP
a)
Steel fibre (%) & (30 mm size reduction)
7 days 28 days
Sustainable Efficiency of Fly Ash with Fibre Composite Matrix on Volume Reduction
in Flexural Rigidity 175
5.3 UPV Test
Figure 12 shows the UPV test results, the maximum UPV in F/c-ratio
0.8, 20% of fly ash replaced in OPC along with 2.0% of fibres than
compared to control concrete (MI-0 & SR-0 mix id) at 28 days curing. Also,
it shows the higher velocity of concrete which is not less than 3500 m/sec
can represent all the values are satisfactory as per guidelines given in the IS
1311-1970 (Part-1) [19].
Figure 12 UPV test values for various mixes
6 Conclusion
The important conclusions are given as: The aspect ratio of fibres (l/d =
60 mm) has significantly improved in size reduction of prism concrete at
different age of moist curing. It is provides the Eco-friendly nature while
usage of waste binding materials in concrete. It is remarkably considered 20
mm depth reduced in beam concrete has increased the bending stress at
1.6% (Vf) of fibres.It is cost-saving project works for size reduced up to 20
mm in concrete volume as long as economically proved their life span of the
structures.It is clearly focused and achieved the goal on the fibre inclusion
at the different composite matrix in conventional concrete and usage of
MI-0MI-
0.4
MI-
0.8
MI-
1.2
MI-
1.6
MI-
2.0SR-0
SR-
0.4
SR-
0.8
SR-
1.2
SR-
1.6
SR-
2.0
1 days 3510 3530 3570 3530 3590 3500 3580 3510 3580 3610 3530 3510
7 days 3590 3490 3510 3610 3700 3690 3710 3690 3630 3680 3580 3530
28 days 3630 3530 3645 3780 3820 3705 3805 3840 3990 3950 3590 3540
3200
3300
3400
3500
3600
3700
3800
3900
4000
4100
Ult
raso
nic
pu
lse
vel
oci
ty (
m/s
ec)
Mix id & Test values
176 V. M. Sounthararajan et al
materials also drastically reduced with eco-friendly in environmental
circumstances.
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fracture, pp. 3–7, 2006.
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Sustainable Efficiency of Fly Ash with Fibre Composite Matrix on Volume Reduction
in Flexural Rigidity 177
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[16]BIS (Bureau of Indian Standards) IS 12269-1987: “Specification for 53
grade Ordinary Portland cement”, New Delhi, India.
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and fine aggregate for concrete”, New Delhi, India.
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destructive testing of concrete Part 1 Ultrasonic pulse velocity”. New
Delhi, India.
Biographies
Dr V.M. Sounthararajan working as a Professor in the Department of
Civil Engineering at CMR Technical Campus, Hyderabad, Telangana. He
has 9.5 years teaching as well as research experience. Also, eight years of
Industrial experience. He is a reviewer for more than four reputed journals.
He is a Member of Indian Society for Technical Education. He has received
the best research awards at VIT University in the year of 2012 and 2013. He
has published more than fifty-six research papers in various National and
International journals and conferences.
178 V. M. Sounthararajan et al
Dr S. Sivasankar, working as an Associate professor in the Department of
Civil Engineering at CMR Technical Campus, Hyderabad, Telangana. He
has eight years of teaching experience and one-year industry experience.
Also, he has four years of research experience. He published 12 research
articles in national and international journals. His research area includes
steel-concrete composites, strengthening and retrofitting of steel and concrete
structures and corrosion assessment in steel and concrete. He is a life
member in ISTE, IAE and IE chapters.
Dr K.M. Basanth Babu, presently working as Professor and Head in Civil
Engineering, KLN College of Information Technology, Madurai. He
obtained his bachelor degree in Civil Engineering from Madurai Kamaraj
University in 1993 and Master’s degree in Structural Engineering from Anna
University Chennai in 2005. He obtained his doctoral degree in 2019 from
Anna University Chennai. Meanwhile he has wide experience in field work
also. He has published technical papers in National and international
journals. He is the life member of Institution of Engineers India and he is a
certified Professional Engineer. He has written Monograms in various
subjects and his area of interest is Repair and Rehabilitations of Structures
and Concrete Technology. Currently he is involved in writing text books on
significant subjects.
Sustainable Efficiency of Fly Ash with Fibre Composite Matrix on Volume Reduction
in Flexural Rigidity 179
Mr. R Vinodh Kumar: Working as an Assistant Professor in Meenakshi
College of Engineering, Chennai, Tamil Nadu, having 6 years of teaching
experience and 4 years of industrial experience. He completed his ME
Structural Engineering from Annamalai University. He guided six ME
projects and 35 BE projects. He is having interest in concrete technology and
research work. He is also a member of ISTE.