Using tyres wastes as aggregates in concrete to form rubcrete – mix for engineering applications

IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
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Volume: 03 Issue: 11 | Nov-2014, Available @ http://www.ijret.org 500
USING TYRES WASTES AS AGGREGATES IN CONCRETE TO FORM
RUBCRETE – MIX FOR ENGINEERING APPLICATIONS
G. Nagesh Kumar1
, V. Sandeep2
, Ch. Sudharani3
1
Sr. Assistant Professor, Department of Civil Engineering, G. Pulla Reddy Engineering College (Autonomous),
Kurnool, Andhra Pradesh, India
2
PG Student, Department of Civil Engineering, G. Pulla Reddy Engineering College (Autonomous), Kurnool, Andhra
Pradesh, India.
3
Associate Professor, Department of Civil Engineering, Sri Venkateswara University College of Engineering
(Autonomous), Tirupati, Andhra Pradesh, India.
Abstract
This paper presents the results, obtained after replacement of fine and coarse aggregates, in concrete mix, with tyre rubber. The
tyre rubber, which has been used in the present study, is obtained after the mechanical trituration process of post – consumed
tyres from trucks. Researchers have investigated, over the years, the use of recycled tyre rubber waste as a replacement for
aggregate in concrete and its effectiveness. “Rubcrete-Mix” which would result from such replacement is found to have many
engineering applications and holds promise in future. Rubcrete also possesses good mechanical properties and is considered to
be one of the best and economical ways of recycling the used tyres. The present experimental study has the aim of arriving at the
optimum quantity of the replacement material for the aggregates in concrete mixtures, for various engineering applications. For
achieving a proper bond with the surrounding concrete paste, the recycled aggregates have been designed with respect to their
size, shape and gradation. With the water – cement ratio being kept constant fine and coarse aggregate has been replaced with
tyre rubber powder and chipped rubber and also cement has been replaced with silica fume. In preparing the concrete, Portland
slag cement has been used along with super plasticizer less than 1% by weight of cement to achieve required workability of the
resulting concrete. Furthermore, durability studies have been conducted and mixes have been designed for M30 grade concrete.
Keywords: Concrete Mix, Mechanical Properties, Rubber Powder, Chipped Rubber, Silica fume.
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1. INTRODUCTION
India has taken step to move forward in infrastructures
towards the growth of globalization. Dumping of wastes
causes serious health effects and creates environmental
problems. Now days vehicles are a major tool to everyone
for a means of transportation along with this production of
tyres are developing tremendously. After using these worn
out tyres which may be throw on open grounds, then these
places may turns to landfills. These tyre wastes slowly
raised enormously due to these depletion of land filling
occurs. Furthermore, these sites may become places to grow
rats, and provide place for mosquitoes’ breeding.
Accumulation of these stock piles of tyres will not degrade
easily but it takes more than 100 years of time because due
to presence of cross – links between the rubber polymer
chains. Since tyres are made from Petroleum by – Products
like methane hence which causes fire accidents while
burning an acrid black plume evolves and which releases a
toxic gases in air when dissolves in water it may pollute the
water and causes dreadful diseases to human beings and
organisms. It is necessary to have a clear awareness on
utilizing industrial wastes for recycling in concrete,
Otherwise, these wastes may shows a huge impact on
environment. It is an excellent way for the conservation of
traditional aggregates in environment. Recently, our Prime
Minister of India Sri Narendhra Modi Garu gave an
elaborate speech at Delhi in Swacha Bharat Programm about
eradication of pollution in environment on the October 2,
2014 it is the desire of our father of nation called Mahatma
Gandhi. Our Governor Sri Narasimhan Garu also invited us
to strive hard deligently to keep our surroundings clean and
green. In past many researchers conducted research and
presented the results on this rubberized concrete. The size,
shape and gradation play a major role in bonding with the
surrounding concrete paste in achieving strength. Most of
the experiments performed by collecting a tyre wastes from
trucks after removing the textile component and steel fibers.
In some occasions the rubber wastes are chemically
pretreated to improve the properties of concrete. Gradually,
many researchers shown interest to do research beyond of
this using waste rubber in concrete. Barluenga and
Hernandez – Olivares (2004) [1]
has been observed that
reduction of spalling damage and improve in fire resistance
by using tyre rubber in high – strength concrete slabs.
Batayneh et al., (2008) [2]
suggested that the usage of rubber
in concrete is not recommended where high strength is
required. It should be useful only where the high strength is
not required.Ganjian et al., (2009) [3]
were replaced coarse
aggregate with tyre rubber in concrete. They found that by
using tyre rubber in concrete it yields to give very less
compressive strength than when natural coarse aggregate
used in concrete.Guneyisi, E., Gesoglu, M. and Ozturan
(2004) [4]
were presented that the chloride ion penetration the

_______________________________________________________________________________________
degree of penetration is decreased in rubberized concrete, it
mainly depends up on the rubber content in presence of both
silica fume and without silica fume, it will accounted for a
particular w/c ratio and curing period. Hernandez – Olivares
et al., (2000)[5]
In his investigations observed that the elastic
modulus varies either under static or dynamic load increases
with age through experimentally.Najim and Hall (2005)[6]
observed that rubber incorporated mixes produces very low
unit weight mixes and with high air contents. By
incorporating rubber in concrete it improves not only
dynamic loading behavior but also impact, vibration and
absorption characteristics. Olivares et al., (2006) [7]
investigated of about fatigue behavior of tyre rubber
incorporated in concrete and also its applications on
pavements. Siddique and Naik (2004)[8]
they reported that
and gave a brief studies on using tyre rubber in concrete
they found that by the addition of tyre rubber in concrete
even though it reduces the strength of the concrete but the
main benefit is that it reduces the mass density to as low as
1750 Kg/m3
. Topcu and Bilir (2009)[9]
has been reported
that by adding tyre rubber in concrete it yields to give very
low young’s Moduli its value was 10,000 mpa because tyre
rubber softens the elastic stress – strain response. However,
Turatsinze et al., (2006)[10]
has been observed that in his
investigation by increasing the quantity of rubber shreds in
concrete it will reduces the crack length and width due to
shrinkage and it makes more delay of onset time of
cracking. Yesilata, et al., (2009) [11]
studied about the
thermal properties as a part in his research by adding
shredded wastes polyethylene bottles and automobile tyres.
The thermal transmittance of the concrete samples will be
effectively determined by using dynamic adiabatic – box
technique through carrying out thermal tests. Yesilata, et al.,
(2010) [12]
has investigated about the thermal behavior of a
building structure by using rubberized concrete exterior
walls.
In this investigation the fine aggregate and coarse aggregate
was replaced with the Rubber powder and Chipped Rubber,
finally the Portland slag cement was replaced by silica fume
in certain percentages to observe those influences on
mechanical properties in concrete. The effects of water
absorption, temperature, density and thermal insulating
properties including durability properties were also studied.
2. EXPERIMENTAL DETAILS
2.1 Materials
2.1.1 Portland Slag Cement
Portland Slag Cement (PSC), which conforms to 33 grade of
IS 455: 1989, was used. The specific gravity of Portland
slag cement was 3.1.
2.1.2 Rubber Powder
The Rubber powder will be forms by passing tyre rubber
through rotating corrugated steel drums. The obtained
material will have very large surface area. It will be useful
to replace fine aggregate. The specific gravity of Rubber
Powder is 0.55.
2.1.3 Chipped Rubber
It is used to replace the coarse aggregate and having the
dimension of about 20 mm. The specific gravity of Chipped
Rubber is 1.106.
2.1.4 Aggregates
Coarse aggregate from stone crusher having a nominal
maximum size of 20 mm was used. The specific gravity of
coarse aggregate was 2.74. River Sand was used as a fine
aggregate in mix of having a nominal maximum size of 4.75
mm was used. The specific gravity of fine aggregate was
2.65.
2.1.5 Silica Fume
The silica fume – Astra chemicals Lit-Chennai which
conform to ASTM C 1240 and IS 15388: 2003 was
used in this investigation. The specific gravity of silica fume
is 2.20.
2.1.6 Super Plasticizer
Conplast SP430 it will be appear in brown liquid and
significantly reduces water demand in a concrete mix to
improve the workability. The specific gravity of Conplast
SP430 was 1.18.
2.2 Mix Proportion
The mix proportions of different types of percentages of
replacement mixes and obtained quantities for mixes were
tabulated as below. Table 1 shows the mix proportions for
the percentage replacement of fine aggregate with Rubber
powder. Table 2 represents the mix proportions for the
percentage replacement of coarse aggregate with chipped
rubber. Table 3 gives the mix proportions for the percentage
replacement of cement with Silica fume. Finally Table 4
includes the mix proportions for the percentage replacement
of cement with Silica fume and also the fine aggregate with
Rubber Powder. Mix design procedure followed according
to IS 10262: 2009. All mix proportions are designed with a
slump ranging from 75-100mm, keeping the water content
constant at 157 kg/m3
, with the addition of super plasticizer
the required workability has been achieved. The water –
cement ratio of 0.40 is kept constant for all mixes. Fine
aggregate was replaced by Rubber Powder varying from
10% to 40% and coarse aggregate was replaced by Chipped
Rubber constantly 2.5% by weight. Cement was replaced by
Silica fume varying from 5% to 15% by weight of cement.

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Table - 1: Percentage of Fine Aggregate replaced with Rubber Powder.
w/c
ratio
Water Cement
Fine
Aggregate
Coarse
Aggregate Rubber Powder
(kg/m3
) (kg/m3
) (kg/m3
) (kg/m3
) % Replace (kg/m3
)
0.4 157 394 717.99 1206.82 0% 0
0.4 157 394 646.2 1206.82 10% 14.9
0.4 157 394 574.39 1206.82 20% 29.8
0.4 157 394 502.59 1206.82 30% 44.7
0.4 157 394 430.79 1206.82 40% 59.6
Table - 2: Replacement of Aggregates with Rubber Powder and Chipped Rubber
w/c
ratio
Water Cement
Fine
Aggregate Rubber Powder Chipped Rubber
Coarse
Aggregate
(kg/m3
) (kg/m3
) (kg/m3
)
%
Replaced (kg/m3
)
%
Replaced (kg/m3
) (kg/m3
)
0.4 157 394 682.09 5% 7.45 2.50% 30.17 1176.65
0.4 157 394 646.19 10% 14.9 2.50% 30.17 1176.65
0.4 157 394 610.29 15% 22.35 2.50% 30.17 1176.65
0.4 157 394 574.39 20% 29.8 2.50% 30.17 1176.65
Table - 3: Replacement of cement with silica fume
w/c
ratio
Water Cement Silica fume
Fine
Aggregate
Coarse
Aggregate
(kg/m3
) (kg/m3
)
%
Replaced (kg/m3
) (kg/m3
) (kg/m3
)
0.4 157 374.3 5% 19.7 717.99 1206.82
0.4 157 354.6 10% 39.4 717.99 1206.82
0.4 157 334.9 15% 59.1 717.99 1206.82
Table - 4: Replacement of cement with silica fume and Fine aggregate with Rubber Powder
w/c
ratio
Water Cement silica fume
Fine
Aggregate Rubber Powder
Coarse
Aggregate
(kg/m3
) (kg/m3
)
%
Replaced (kg/m3
) (kg/m3
)
%
Replaced (kg/m3
) (kg/m3
)
0.4 157 374.3 5% 19.7 646.2 10% 14.9 1206.82
0.4 157 354.6 10% 39.4 646.2 10% 14.9 1206.82
0.4 157 334.9 15% 59.1 646.2 10% 14.9 1206.82
2.3 Preparation and Casting of Specimens
A total of 15 mixes were prepared in this study and 45 cube
samples were prepared (150 x 150 x 150 mm) for
conducting the compression test. Also, 45 samples of beams
(100 x 100 x 500) mm for flexural test and 45
samples of cylinders (150 diameter x 300 height) mm for
split tensile test and modulus of elasticity test were
prepared. The samples of 3 cubes, 3 cylinders and 3 beams
of each different types of percentage replacement mixes of
fine aggregate with Rubber powder in various percentages
of 10%, 20%, 30% and 40%, Coarse aggregate was replaced
with Chipped Rubber of 2.5% it was found to be optimum.
Finally Portland Slag Cement was replaced with Silica
Fume in different percentages of varying from 5%, 10% and
15%. These mixes were casted, kept curing for 28 days and
after they were tested for Compression strength, Split –
Tensile strength and Flexural strength test has been
conducted to respective specimens. Finally, under durability
studies Rapid chloride ion Permeability Test was performed.
For this test three sets of cylindrical specimens of size 100
mm diameter X 50 mm length has been prepared and it was
tested for plain concrete, Replaced mixes of fine
aggregate with rubber powder and in another set both fine
aggregate, cement was replaced with Rubber Powder and
Silica Fume.

_______________________________________________________________________________________
3. RESULTS AND DISCUSSIONS
3.1 Compression Strength
The cubes were cast and tested after 28 days of curing
period. Results were represented in figure 1 it was indicating
the strength pattern when Fine aggregate, Coarse aggregate
and Cement was replaced with Rubber Powder, Chipped
Rubber and Silica Fume. It was observed that the 40% of
Compression Strength was reduced with increase of
replacement of fine aggregate with tyre rubber powder by
40%. Also 36% reduction of strength was observed when
both coarse aggregate and fine aggregate was replaced with
Chipped Rubber 2.5% and Rubber Powder 20%. In addition
to this, 34% reduction of compressive strength was observed
when both cement was replaced with silica fume 15% and
fine aggregate was replaced with Rubber powder 10%. This
is due to the weakness of bond between the cement matrix
and tyre rubber powder when compared with the sand.
Fig- 1: Compression Strength of Cubes for 28 days
3.2 Split Tensile Strength
The cylinders were cast and tested in the laboratory after the
curing period of 28 days. Results are represented in figure 2.
Results indicating the strength pattern, when Fine aggregate,
Coarse aggregate and Cement was replaced with Rubber
Powder, Chipped Rubber and Silica Fume. It was observed
that 22 % of split tensile strength was reduced, by increasing
the percentage replacement of sand with tyre Rubber
Powder up to 40%. Also 21% reduction of split tensile
strength was observed, when both coarse aggregate and fine
aggregate were replaced with Chipped Rubber 2.5% and
Rubber Powder 20%. Finally 25% reduction of strength was
observed when replacing of cement with silica fume 15%
and fine aggregate with Rubber Powder 10%. This can be
explained by the poor bond between the cement paste and
the tyre Rubber Powder. Inter face zone is likely to reduce
the bond between the cement paste and the tyre Rubber
Powder.
0 10 20 30 40
24
26
28
30
32
34
36
38
40
42
44
46
CompressiveStrength(N/mm
2
)
% of Replacement of Different forms of Rubber Mixes
Rubber Powder Replacement
Chipped Rubber and Rubber Powder Replacement
Silica Fume Replacement
Silica Fume and Rubber Powder Replacement

_______________________________________________________________________________________
Fig- 2: Split Tensile Strength of Cylinders for 28 days
3.3 Flexural Strength
Similarly the flexural strength reduced by increasing replacement of tyre Rubber Powder by 40% in place of Sand. It was found
that 34%. In addition to this 16% reduction of flexural strength was also observed, when coarse aggregate and fine aggregate were
replaced with chipped rubber and tyre rubber powder and 34% flexural strength reduction was observed when both cement
replaced with silica fume and fine aggregate was replaced with tyre Rubber Powder. The likely reason for this reduction of
strength is that, there will be a very weak bond between the cement paste and the tyre Rubber Powder. The results are shown in
fig.3.
Fig- 3: Flexural Strength of Beams for 28 days
0 10 20 30 40
2.2
2.3
2.4
2.5
2.6
2.7
2.8
2.9
3.0
3.1
3.2
3.3
3.4
3.5
Split-TensileStrength(N/mm
2
)
0 10 20 30 40
4.5
5.0
5.5
6.0
6.5
7.0
7.5
FlexuralStrength(N/mm
2
)

_______________________________________________________________________________________
3.4 Modulus of Elasticity
The modulus of elasticity will reduce by increasing the percentage replacement of fine aggregate with tyre Rubber Powder. Even
though it reduces but the material will able to withstand against large deformations and material has a much higher elasticity is
shown in fig. 4. Stress vs. strain test was conducted for the replaced mixes of fine aggregate with tyre rubber powder and it was
represented in fig. 5. Similarly, silica fume was replaced in place of cement and results were represented in fig. 6. It was observed
that the compressive strength reduces for the replaced mixes when compared to control mixture but the rubcrete – mixtures have
ability to withstand against dynamic forces without cracking.
Fig- 4: Variation of Modulus of Elasticity with Replacement of Rubber Powder
Fig- 5: Stress vs. Strain with Replacement of Rubber Powder
0 10 20 30 40
24
26
28
30
32
34
24.94
26.45
28.28
31.78
32.77
TheoreticalModulusofElasticity(x10
3
)N/mm
2
% of Replacement of Rubber powder with Fine aggregate
Theoretical Modulus of Elasticity vs Replacement of Rubber Powder
0.000 0.001 0.002 0.003 0.004 0.005 0.006 0.007 0.008
0
5
10
15
20
25
Stress(N/mm
2
)
Strain
10% Replacement of Rubber Powder

_______________________________________________________________________________________
Fig- 6: Stress vs. Strain
Other Properties
3.5 Water Absorption
Water absorption test carried out on concrete cubes and it was found that it will be increases by increasing the content of tyre
Rubber Powder in place of sand up to 40% because the weak bond between the cement paste and the tyre Rubber Powder as a
result the vacuums will be increases this leads to the water to penetrate through the interface zone of cement matrix and the tyre
Rubber Powder. Also, the tyre rubber particles will have smaller in size as a result it leads to formation of more voids. It will be
shown in fig.7.
Fig- 7: Water Absorption
0.000 0.001 0.002 0.003 0.004
0
5
10
15
20
25
StressN/mm
2
Strain
10% Replacement of Silica Fume
0 10 20 30 40
1.4
1.5
1.6
1.7
1.8
1.9
2.0
2.1
2.07
1.85
1.81.76
1.43
WaterAbsorption(%)
% of Fine aggregate replaced with Rubber Powder
Water Absorption vs Replacement of Rubber Powder

_______________________________________________________________________________________
3.6 Density
Density will reduce by increasing the percentage replacement of tyre rubber powder in place of sand it was founded that it will be
reaches up to 5.7% when fine aggregate was replaced with tyre Rubber Powder from 0% to 40% this is because tyre rubber
powder has lower specific gravity than sand. This is shown in fig. 8.
Fig- 8: Density
3.7 Thermal Insulation
Thermal insulation test was conducted for the specimens by supplying heat from a constant source of 700
C and results were
represented in fig.9.The percent reduction in thermal insulation increases as tyre rubber powder replacement increases and it was
found that with percentage reduction of 25.71% to 51.42% respectively. It was observed that thermal insulation will increase by
increasing the percentage replacement of fine aggregate with tyre rubber powder because the tyre rubber powder will have very
low density and lower conductivity when compared with sand.
Fig- 9: Thermal Insulation
0 10 20 30 40
2460
2480
2500
2520
2540
2560
2580
2600
2620
2640
2478
2531
2576
2598
2628
Density(Kg/m
3
)
% of Fine aggregate replaced with Rubber Powder
Density vs Percentage of Rubber Powder Replacement
0 10 20 30 40
25
30
35
40
45
50
55
51.42
42.85
35.71
31.42
25.71
ThermalInsulation
Replaceent of Fine aggregate with Rubber Powder
Thermal Insulation vs Rubber Replacement mixes

_______________________________________________________________________________________
3.8 Rapid Chloride Ion Permeability Test
Rapid chloride ion permeability test was conducted under durability of concrete and the results are presented in Fig. 10. It was
observed that the flow of charge is low in specimens, which are having tyre rubber powder replaced with fine aggregate. From the
results, it can be concluded that the rubcrete – mix exhibits low permeability.
Fig- 10: Rapid Chloride Permeability Test
4. CONCLUSIONS
Based on the results and then analysis, the following
conclusions have been arrived it. Compressive strength of
rubber powder mixtures decreases as the percentage of
replacement of sand by rubber powder increases, for various
percentages of mixes. Density decreases as the percent of
rubber powder replacement increases, for various
percentages of mixes. Water absorption increases as
percentage of rubber powder content increases. Slump of the
concrete ranges from 75 to 100 mm. Modulus of Elasticity
decreases as rubber powder replacement increases and
higher flexibility was obtained. Thermal insulation increases
as rubber powder percentage increases. Optimum
replacement of coarse aggregate with chipped rubber was
adopted as 2.5%. Rubcrete – Mix is also one form of light
weight concrete. Use of alternative for traditional aggregates
that have been in use over the years would help in the
conservation of environment. Compressive strength
improves slightly in the presence of silica fume. Use of tyre
rubber powder leads to low permeability value, which can
be attributed to its lower density and conductivity. Low
permeability can be achieved, by use of silica fume in
concrete.
REFERENCES
[1]. Barluenga, G., Hernandez – Olivares, F., 2004. Fire
performance of recycled rubber – filled high – strength
concrete. Cement and Concrete Research 34 (2004) pp. 109
– 117.
[2]. Batayneh M.K, Iqbal M., Ibrahim A., 2008. Promoting
the use of crumb rubber concrete in developing countries.
Waste Management 28, 2171 – 2176.
[3]. Ganjian E., Khorami, M., and Maghsoudi, A.A., 2009.
Scrap – tyre – rubber replacement for aggregate and filler in
concrete. Construction and Building Materials 23 (2009)
1828 – 1836.
[4]. Guneyisi, E., Gesoglu, M. and Ozturan, T. 2004.
Properties of Rubberized Concretes containing silica fume;
cement and concrete research 34: 2309 – 2317.
[5]. Hernandez – Olivares, F., Barluenga, G., Bollati, M.,
Witoszek, B., 2002. Static and dynamic behavior of recycled
tyre rubber – filled concrete. Cement and Concrete Research
32 (10), pp. 1587 – 1596.
[6]. Najim KB. Modulus of elasticity and impact resistance
of chopped worn – out tyres concrete. Iraqi J civil Eng 2005;
1 (6): 83 – 96.
0 10 10 & 10
1500
1550
1600
1650
1700
1750
1800
1850
1900
1950
1542
1793
1915
Chlorideionpermeability(coulombs)
Percentage Replacement
Permeability vs Percentage Replacement

_______________________________________________________________________________________
[7]. Olivares – Hernandez F, Barluenga G. High strength
concrete modified with solid particles recycled from
elastomeric materials. In: Konig G, Dehn F, Faust T, editors.
Proceedings of the 6th
international symposium on high
strength/high performance, Leipzig, Germany, 2002. P.
1067 – 77
[8]. Siddique R., Naik T. R., 2004. Properties of concrete
containing scrap – tyre rubber – an overview, Waste
Management 24, PP. 563 – 569.
[9]. Topcu, I. B. and Bilir, T. 2009. Experimental
Investigation of some Fresh and Hardened Properties of
Rubberized Self – Compacting Concrete. Materials and
Design 30:3056 – 3065.
[10]. Turatsinze A, Bonnet B, Granju JL. Mechanical
Characterisation of cement – based mortar incorporating
rubber aggregates from recycled worn tyres. Build Environ
2005; 40(2):221 – 6.
[11]. Yesilata, B., IslKer, Y., Turgut, P. (2009). “Thermal
insulation enhancement in concretes by adding waste PET
and rubber pieces, “Elseveir, Construction and Building
Materials, Vol. 23 No. (5), pages 1878 – 1882.
[12]. Yesilata, B., Bulut, H. (2011). “Experimental Study On
thermal behavior of a building structure using rubberized
exterior – walls.” Elseveir, Energy and Buildings, Vol. 43,
Issues 2 -3, pages 393 – 399
List of Indian Standard Codes Referred:
a. IS 1199:1959 Determination Of Workability Of
Concrete.
b. IS516:1959 Methods for Testing For Strength Of
Concrete, Bureau Of Indian Standards.
c. IS 383:1970 Standard Specifications For Testing Of
Construction Materials, Bureau Of Indian Standards.
d. IS 5816:1999 Splitting Tensile Strength of Concrete –
Method of Test.
e. IS 10262:2009 (Reaffirmed 2004): Recommended
guidelines for concrete mix design, Bureau of Indian
Standards.
f. IS 455:1989 Portland slag cement – specification
fourth edition Bureau of Indian Standards, New Delhi.
g. IS 456:2000 Plain and Reinforced Concrete – Code of
Practice.
BIOGRAPHIES
G. Nagesh Kumar He has received his
M. Tech degree (Structural
Engineering) from JNTU, Anantapur,
Andhra Pradesh, India. He is currently
pursuing his research under the
guidance of Dr. CH. Sudharani at SVU,
Tirupati, Andhra Pradesh, India.
Presently, he is working as Sr. Asst. Prof in the CED of G.
Pulla Reddy Engineering College (Autonomous) and has 28
years of experience in teaching. His research interest
includes Material Sciences.
V. Sandeep holds a B. Tech degree (Civil
Engineering) JNTU A, Anantapur, India.
He is currently Pursuing his PG degree in
Structural Engineering under the
guidance of G. Nagesh Kumar Andhra
Pradesh, India. His present area of
research interest is in Material sciences.
Dr. CH. Sudharani is currently working
as Associate Professor in the civil
Engineering Department of SVU college
of Engineering (Autonomous), Tirupati,
India. She has an experience of more than
a decade in teaching and research. She has
guided a number of UG and PG project works. At present, 4
students are pursuing their Doctoral Degree under her
guidance. Her area of research interest is ANN modeling in
GTE.

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