Sustainable Efficiency of Fly Ash with Fibre Composite ...Sustainable Efficiency of Fly Ash with Fibre Composite Matrix on Volume Reduction in Flexural Rigidity 165 3.2 Fine Aggregate

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

mailto:[email protected]

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

https://www.sciencedirect.com/science/article/abs/pii/S0958946507000571#!


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.



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

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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


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.



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


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


reduced

Breadth, length was


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



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


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.



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)


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)



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 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



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



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


materials also drastically reduced with eco-friendly in environmental

circumstances.

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Steel Fibre-reinforced High Strength Concrete”, Cement and Concrete

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[3] A.Sivakumar and ManuSanthanam, “Mechanical properties of high

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[4] V. M. Sounthararajan, A. Sivakumar, “Accelerated Properties of Steel

fibre Reinforced Concrete Containing Finer Sand”, ARPN Journal of

Engineering and Applied Sciences, Vol. 8, no.1, pp. 57-63, 2013.

[5] R. N. Swamy, H. stavrides, “Some properties of high workability steel

fibre concrete Proceedings fibre reinforced cement and concrete”,

RILEM symposium, the construction press Ltd, pp.197 -208,1975.

[6] M. C. Nataraja, T. S. Nagaraj, S. B. Basavaraja, “Reproportioning of

steel fiber reinforced concrete mixes and their impact resistance”,

Cement and Concrete Research,Vol.35, pp. 2350-2359,2005.

[7] C. Cucchiara. L. L. Mendola, M. Papia, “Effectiveness of stirrups and

steel fibres as shear reinforcement”, Cement Concrete Composite, Vol.

26, pp. 777–86,2004.

[8] O. Eren and T. Celik, “Effect of silica fumes and steel fibers on some

properties of high strength concrete”, Constriction of Building

Material,vol.11,no.7-8,pp. 373–382,1997.

[9] F. Koksal, A. Ilki, F. Bayramov, M. A. Tasdemir, “Mechanical behavior

and optimum design of SFRC Plates”, 16th European conference of

fracture, pp. 3–7, 2006.

[10]Yusa Sahin Fuat Koksal, “The influences of matrix and steel fibre tensile

strengths on the fracture energy of high-strength concrete”, Construction

and Building Materials, Vol. 25, no.4,pp. 1801–1806,2011.

[11]Semsi Yazici, Hasan Sahan Arel, “The effect of steel fibre on the bond

between concrete and deformed steel bar in SFRCS”, Construction and

Building Materials, vol. 40, pp. 299-305, 2003.

[12]H. A. Toutanji, “Properties of polypropylene fibre reinforced silica fume

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[13]Biqin Dong, Ningxu Han, Zhu Ding, Feng Xing and Hongzhi Cui, “A

preliminary study of synthesized-in situ fiber in cement materials”,

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[16]BIS (Bureau of Indian Standards) IS 12269-1987: “Specification for 53

grade Ordinary Portland cement”, New Delhi, India.

[17]BIS (Bureau of Indian Standards) IS 383-2016, “Specification for coarse

and fine aggregate for concrete”, New Delhi, India.

[18]BIS (Bureau of Indian Standards) IS 516-1959 “Method of test for

strength of concrete”, New Delhi, India.

[19]BIS (Bureau of Indian Standards) IS 13311-1992 (part1): “Non-

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.


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.



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.

Documents

Sustainable Efficiency of Fly Ash with Fibre Composite ...Sustainable Efficiency of Fly Ash with Fibre Composite Matrix on Volume Reduction in Flexural Rigidity 165 3.2 Fine Aggregate