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International Journal of Latest Technology in Engineering, Management & Applied Science (IJLTEMAS)
Volume VII, Issue III, March 2018 | ISSN 2278-2540
www.ijltemas.in Page 192
Studies on Bond Strength Characteristics of Tyre
Derived Aggregates in Concrete
Girish Patidar1, Prof. Dr. S.K.Sharma
2, Gunjan Shrivastava
3
1Assistant Professor, Department of Civil Engineering, Sushila Devi Bansal College of Technology,
Indore, Madhya Pradesh, India 2Prof. & Ex Director, Sushila Devi Bansal College of Engineering, Indore, Madhya Pradesh, India
3 Assistant Professor, Department of Civil Engineering, Prestige Institute of Engineering, Management & Research,
Indore, Madhya Pradesh, India
Abstract: - The main objective of this work is to investigate the
performance of tyre derived aggregates in respect of bond
strength in concrete obtained by a partial substitution of coarse
and fine aggregates with different volumetric percentages of
waste tyre rubber particles in fresh and hardened state.
Workability, unit weight, bond strength are evaluated and a
comparison of the results for the different rubcrete mixes is
made.
The research was carried out by conducting tests on the raw
materials to ascertain their properties and suitability for the
experimental programme. The specimens were prepared with
replacements of the normal coarse and fine aggregate by 2, 4, 6,
8 and 10 % of rubber aggregate. Moreover, a control mix with
no replacement of the coarse and fine aggregate was prepared to
make a comparative study.
The laboratory tests conducted included slump value, unit
weight, compressive strength, splitting tensile strength and
impact resistance. The test results were compared with the
corresponding properties of the conventional cement concrete.
Key Words: Aggregate, Compressive strength, Concrete, Impact
resistance, Recycled tyres,Rubcrete, Rubberized concrete,
Splitting tensile strength, Unit weight, Workability
I. INTRODUCTION
oncrete strength is greatly affected by the properties of its
constituents and the parameters of the mix design.
Aggregates represent the major constituents of a concrete mix.
Its properties do affect the properties of the final product. [1].
Most of the waste tyre rubbers are used as a fuel in many
industries such as thermal power plants, cement kilns and
brick kilns etc. Unfortunately, this kind of usage is not
environment friendly and also requires a high cost. Thus,
the use of scrap tyre rubber in the preparation of
concrete has been thought of as an alternative mode of
disposal of such waste to protect the environment.
Tyre is a thermoset material that contains cross-linked
molecules of sulphur and other chemicals. This makes tyres
very stable and nearly impossible to degrade under ambient
conditions. Consequently, it has resulted in a growing disposal
problem that has led to significant research worldwide. [2]
Number of waste tyres keeps on increasing every year with
the number of vehicles, as do the future problems relating to
the crucial environmental issues. About one crore ten lakhs
new vehicles are added each year on the Indian roads. The
total number of registered buses, trucks, cars/jeeps/taxis and
two wheelers up to 2011 in India were 1.1 million, 5.0
million, 13.6 million and 71.8 million respectively. An annual
cumulative growth rate of 8% is expected. [3].
The scarcity and non availability of sand and aggregates are
now giving anxiety to the construction industry. The best way
to overcome this problem is to find alternate aggregates for
construction in place of conventional natural aggregates.
Rubber aggregates from discarded tyre rubber in sizes 20-10
mm, 10-4.75 mm and 4.75 mm down can replace natural
aggregates in cement concrete construction.
A literature review on this subject showed that in 2010, there
was a relatively limited amount of information for some
properties of this type of material and some contradictory or
inconclusive results across the existing literature were noticed.
For instance, some researchers found that mixing rubber
aggregate as coarse grading resulted in higher compressive
strength losses than aggregate of finer grading (Eldin and
Senouci, 1993; Topçu, 1995). Conversely, others (e.g. Fattuhi
and Clark, 1996 or Ali et al., 2000) found the opposite trend.
[4]
Fattuhi et al mentioned in their report that the concrete made
with low grade rubber concrete had lower compressive
strength compared with high grade rubber concrete.Similar
observations were also made by Topcu at al and this could be
caused by weak interfacial bonds between the cement paste
and tyre rubber. [4]
Tarun Naik et al. reported that the compressive strength of
rubberized concrete was improved when fine aggregate was
fully replaced by fine crumb rubber. [5]
C
International Journal of Latest Technology in Engineering, Management & Applied Science (IJLTEMAS)
Volume VII, Issue III, March 2018 | ISSN 2278-2540
www.ijltemas.in Page 193
Mohammad Reza Sohrabi and Mohammad Karbalaie
observed that addition of rubber to concrete resulted in a more
ductile failure. This behaviour indicated that these types of
concretes have higher strength and better energy absorption
capability. [6]
Research conducted on the use of waste tyre as aggregate
replacement in concrete showed that a concrete with
enhanced toughness and sound insulation properties can be
achieved. Tyre waste concrete is specially recommended for
concrete structures located in areas of severe earthquake risk
and also for structure subjected to severe dynamic actions
(e.g., railway sleepers).
Malek K. Batayneha and Iqbal Marie Ibrahim Asithe in
Jordon, concluded that addition of crumb rubber to the mix
had a limited effect towards reducing the workability of the
mixtures. The main variable in the mixture was the volumetric
percentage of crumb tyres used in the mix [7].
Zeineddine Boudaoud and Miloud Beddar of Algeria showed
in 2012 that incorporation of rubber aggregates resulting from
cutting worn tyres decreases the mechanical resistances of the
concretes while improving the fluidity of the tested mixtures
slightly. [8]
II. PROPERTIES OF MATERIAL
Cement:
Ordinary Portland Cement of 43 grade conforming to IS:
12269-1987 is used.
Sand:
Fine grained sand of Narmada river near Nemawar is used in
this investigation. The sand has fineness modulus of 2.35 and
specific gravity of 2.62.
Coarse aggregate (tyre and natural coarse aggregates)
Crushed coarse aggregates with angular shape is used for
preparation of concrete specimens. Coarse rubber aggregate
with 20 mm maximum size is used for the replacement of
natural coarse aggregate. Shredded rubber crumbs are used for
fine aggregate replacements. Crumb rubber used has 100
percent of the particles finer than 4.75 mm.
Water:
Water used for making the concrete is of potable standard.
Physical Properties
Table 1 : Physical Properties of OPC 43 grade cement
Sr.
No.
Physical Properties Results Requirements as Per IS:8112-1989
1 Specific Gravity 3.14 3.10-3.15
2 Standard Consistency (%) 31.5 30-35
3 Initial Setting Time (min) 96 30 minutes (minimum)
4 Final Setting Time (min) 312 600 minutes (maximum)
5 Compressive Strength at 28 days inN/mm2) 44.46 43 N/mm2 (minimum)
Table 2 : Grading of aggregates
% passing
I.S. Sieve size Narmada River sand Coarse aggregate Tyre derived coarse aggregate
40 mm 100 100 100
20 mm 100 100 100
10 mm 100 35 32
4.75 mm 92 07 0
2.36 mm 78 02 0
1.18 mm 68 0 0
600 Micron 42 0 0
300 Micron 18 0 0
150 Micron 08 0 0
International Journal of Latest Technology in Engineering, Management & Applied Science (IJLTEMAS)
Volume VII, Issue III, March 2018 | ISSN 2278-2540
www.ijltemas.in Page 194
Table 3 : Properties of Natural & Rubber coarse aggregates
S.. .No Particulars Natural coarse Aggregate Rubber coarse aggregate
1 Source Indore,Madhya Pradesh Patidar tyre remoulding co., Indore, Madhya
Pradesh
2 Max. Aggregate Size 20mm 20mm
3 Specific Gravity 2.63 1.31
4 Water absorption 5.1 % 1.7 %
5 Unit weight k(kg/m3) 1862 kg/m3 609 kg/m3
6 % voids 30.7 21
Table 4 : Properties of fine Aggregates
Sr. No Particulars Natural fine aggragate Crumb Rubber aggregate
1 Source Nemawar, Madhya Pradesh Patidar tyre remoulding co., Indore, Madhya Pradesh
2 zone Zone II (IS: 383-1970) -
3 Specific Gravity 2.61 0.96
4 Water absorption 5.9 % 1.6%
5 Unit weight 1725 kg /m3 468 kg/m3
III. EXPERIMENTAL PROGRAMME
The aim of the experimental programme is to compare the
properties of concrete made with and without rubber, used as
part of fine and coarse aggregates. The basic tests caried out
on materials used for casting concrete samples and results
thereof are presented herein.
Table 5 : Mix identification for rubberized concrete with replacement of coarse aggregate
Mix Identity Mix proportions
MCR-0 M20 concrete with 100% natural coarse aggregates
MCR – 2. M20 concrete with 98 % coarse aggregates + 2 % tyre coarse aggregates
MCR – 4 M20 concrete with 96 % coarse aggregates + 4 % tyre coarse aggregates
MCR – 6 M20 concrete with 94 % coarse aggregates + 6 % tyre coarse aggregates
MCR - 8 M20 concrete with 92 % coarse aggregates + 8 % tyre coarse aggregates
MCR – 10 M20 concrete with 90 % coarse aggregates + 10 % tyre coarse aggregates
Table 6 : Mix identification for rubberized concrete with replacement of fine aggregate
Mix Identity Mix proportions
MFR-0 M20 concrete with 100% natural fine aggregates
MFR – 2 M20 concrete with 98 % natural fine aggregates + 2 % tyre crumb rubber aggregate
MFR - 4 M20 concrete with 96 % natural fine aggregates + 4 % tyre crumb aggregate
MFR – 6 M20 concrete with 94 % natural fine aggregates + 6 % tyre crumb aggregate
MFR - 8 M20 concrete with 92% natural fine aggregates + 8 % tyre crumb aggregate
MFR – 10 M20 concrete with 90 % natural fine aggregates + 10 % tyre crumb aggregate
International Journal of Latest Technology in Engineering, Management & Applied Science (IJLTEMAS)
Volume VII, Issue III, March 2018 | ISSN 2278-2540
www.ijltemas.in Page 195
Table 7 : Number of Specimens for casting
Grade of concrete Mix identity No. of specimen (100X100X100) mm for bond strength
M20
MCR : Mix with replacement of coarse
aggregates
MCR- 0 3
MCR – 2 3
MCR - 4 3
MCR – 6 3
MCR - 8 3
MCR – 10 3
M20
MFR : Mix with replacement of fine
aggregates
MFR- 0 3
MFR – 2 3
MFR - 4 3
MFR – 6 3
MFR - 8 3
MFR – 10 3
TOTAL 3
IV. EXPERIMENTAL SETUP
The pull-out test specimens were prepared for bond
strength test as shown in figures 1 and 2. The size of the
concrete specimens was 100 mm x 100 mm x 100 mm in
which a single piece of HYSD bar of diameter 10 mm was
embedded to 50 mm depth, vertically at the centre. Loose
scale and rust were thoroughly removed from the bars by
wire brushing. It ensured that they are free from grease, paint
or other coatings which would affect their bond. The
concrete is placed in the same manner as in compressive
strength test. Pull-out test was conducted using an
universal testing machine(figure 3). The specimen was
placed on the upper cross-head of the UTM. The length of the
steel bar protruding from the specimen was clamped tightly
by the lower cross-head. Several precautions were taken in
order to ensure that the specimen was in full contact with the
cross-head and would not rock or rotate when loaded. This
setup was subjected to an increasing load during which
the lower head moved downwards, thus pulling the bar while
the concrete remained stationary. The load at which the
reinforcement is detached from the concrete specimen was
recorded as pull out load.
The bond strength was calculated by the relationship 𝜏 = Pmax
/𝜋 𝑑 𝐿, where τ is the bond strength; P max is the maximum
pullout load; d is the bar diameter and L is embedded length
of bar.
Figure 1 Figure 2
International Journal of Latest Technology in Engineering, Management & Applied Science (IJLTEMAS)
Volume VII, Issue III, March 2018 | ISSN 2278-2540
www.ijltemas.in Page 196
Figure 3
V. EXPERIMENTAL RESULTS AND DISCUSSION
Table 8 : Workability of the Concrete in terms of Slump Value
MCR – 2 50 MFR – 2 62
MCR - 4 36 MFR - 4 48
MCR – 6 12 MFR – 6 31
MCR - 8 5 MFR - 8 22
MCR – 10 0 MFR – 10 15
Figure 4 Figure 5
Figure 6
0
50
100
0 2 4 6 8 10
Slu
mp
val
ue
(mm
)
% Replacement
Slump values for MCR
MCR
MCR: Mix with replacement of natural coarse aggregate
0
50
100
0 2 4 6 8 10
Slu
mp
val
ue
(mm
)
% Replacement
Slump values for MFR
MFR
MFR: Mix with replacement of natural fine aggregate
020406080
100
0 2 4 6 8 10Slu
mp
val
ue
(mm
)
% Replacement
Slump values for MCR & MFR
MCR
MFR
MCR: Mix with replacement of natural coarse aggregate
MFR: Mix with replacement of natural fine aggregate
International Journal of Latest Technology in Engineering, Management & Applied Science (IJLTEMAS)
Volume VII, Issue III, March 2018 | ISSN 2278-2540
www.ijltemas.in Page 197
Table 9 : Workability of the Concrete in terms of compacting factor
Compacting factor for MCR Compacting factor for MFR
MCR- 0 0.92 MFR- 0 0.92
MCR – 2 0.86 MFR – 2 0.88
MCR - 4 0.82 MFR - 4 0.85
MCR – 6 0.76 MFR – 6 0.82
MCR - 8 0.72 MFR - 8 0.78
MCR – 10 0.70 MFR – 10 0.73
Figure7 Figure 8
Figure 9
Workability
Table 9 and 10 show the results of the slump and compacting
factor test for the control concrete mix and the rubberized
concrete mixes respectively. Results are also shown
graphically in figures 4 to 9 to compare workability of various
types of mixes
The introduction of rubber aggregates (coarse or crumb) to
concrete significantly decreases the slump and workability. As
can be seen from the results from table 8, the rubberized
concretes (MCR-10) had a zero slump. The decrease in slump
value for the same % replacement is more in case of coarse
rubber content in concrete i.e. slump value will be slightly
more in mixes with crumb rubber for the same % replacement
of corresponding natural aggregates.
Compacting factor also decreases with the increase in %
replacement of natural aggregates by rubber aggregates. This
0
0.5
1
0 2 4 6 8 10
Co
mp
acti
ng
fac
tor
% Replacement of coarse aggregate
COMPACTING FACTOR VALUES FOR MCR
0
0.5
1
0 2 4 6 8 10C
om
pac
tin
g f
acto
r
% Replacement of fine aggregate
COMPACTING FACTOR VALUES FOR MFR
0
0.5
1
0 2 4 6 8 10
Co
mp
acti
ng
fac
tor
% Replacement of aggregate
COMPARISON OF COMPACTING FACTOR VALUES
coarse rubber aggregate
crumb rubber
International Journal of Latest Technology in Engineering, Management & Applied Science (IJLTEMAS)
Volume VII, Issue III, March 2018 | ISSN 2278-2540
www.ijltemas.in Page 198
indicates the reduction of compacting factor with increase in
content of rubber aggregates. Figs 7 to 9 exhibit the clear
picture about compacting factor for rubberized concrete.
An observation which was noticed while casting the
rubberized concrete was that the rubber aggregates have a
high tendency to come out to the top surface when vibrated by
a table vibrator. This is attributed to the low specific gravity
of the rubber aggregate.
Table 10 : Bond strength at 28 days of rubberized concrete MCR (replacement of coarse aggregate by rubber aggregates)
S. No Mix identity Mean bond strength (N/mm2) % increase (w.r.t. control mix)
1 MCR- 0 1.95 0
2 MCR – 2 2.05 4.9
3 MCR - 4 2.25 13.3
4 MCR – 6 2.56 23.8
5 MCR - 8 2.76 29.3
6 MCR – 10 2.81 30.6
Table 11 : Bond strength at 28 days of rubberized concrete MFR (replacement of fine aggregates by crump rubber aggregates)
S. No Mix identity Mean bond strength (N/mm2) % decrease (w.r.t. control mix)
1 MFR- 0 1.95 0
2 MFR – 2 1.97 1.01
3 MFR - 4 2.21 11.76
4 MFR – 6 2.38 18.0
5 MFR - 8 2.49 21.6
6 MFR – 10 2.56 23.8
Table 12: Comparison of mean bond strength at 28 days of MCR & MFR
% Replacement
Mean bond strength (N/mm2) % difference w.r.t MCR (N/mm2)
MCR MFR
0 1.95 1.95 0
2 2.05 1.97 3.9
4 2.25 2.21 1.7
6 2.56 2.38 7.0
8 2.76 2.49 9.7
10 2.81 2.56 8.9
International Journal of Latest Technology in Engineering, Management & Applied Science (IJLTEMAS)
Volume VII, Issue III, March 2018 | ISSN 2278-2540
www.ijltemas.in Page 199
Figure 10
Bond strength
Test results of the studies on bond strength of all designated
rubberized concrete specimens by the pull-out test are shown
in tables 10 to 12. The ultimate load at the failure of each
concrete sample was obtained. It is observed that the bond
strength of rubberized concrete increases with the increase in
% replacement of natural aggregate in the normal concrete.
When the replacement of natural coarse aggregate is made up
to 8% , there is significant increase of bond strength up to
29.3 % and then it remains almost constant for further
increase in rubber aggregate content. In case of fine aggregate
replacement up to 8%, bond strength increases up to 21.6 %
(slightly less than that observed for coarse aggregate
replacement). From table 12, it is seen that rubberized
aggregates prepared with coarse rubber aggregates gains
relatively higher bond strength as compared to rubberized
concrete made with crumb rubber for the same quantity of
replacement. The test results are also presented graphically in
fig 10.
VI. CONCLUSIONS AND RECOMMENDATIONS
1. The introduction of tyre derived aggregate into
concrete significantly decreases the slump and
workability. It was noted that the slump decreased as
the percentage of tyre derived aggregate was
increased in all the rubberized mixes. Rubberized
concrete can be used at the situations where less
workable concrete is required (e.g., in case of
underwater concreting.)
2. The results of the bond strength tests show that, there
is increase in strength with increasing rubber
aggregate content reported in literature. One of the
reasons why bond strength of the rubberized concrete
is higher than that of the conventional concrete may
be the sufficiently better grip of rubber aggregates
over embedded reinforcement as compared to that in
case of concrete made with natural aggregates.
Rough texture of tyre derived aggregate may also
help to increase bond strength of rubberized mixes.
3. A few desirable characteristics such as lower density,
higher impact and toughness resistance, low crushing
value, ductility and higher bond strength can make
the rubberized concrete as an useful alternative to
normal concrete.
REFERENCES
[1]. Neville A.M., “Properties of Concrete”, 4th edition, Addison Wesley Longman ltd, 1996.
[2]. Groom R.E., Hanna J.A. and Tutu O., “New Products
incorporating Tyre Materials”, 2005
International Journal of Latest Technology in Engineering, Management & Applied Science (IJLTEMAS)
Volume VII, Issue III, March 2018 | ISSN 2278-2540
www.ijltemas.in Page 200
[3]. Ministry of Road Transport & Highways, Government Of India,
“Road Transport Year Book(2009-10 & 2010-11)”, Transport
Research Wing, New Delhi, July 2012 [4]. N. Oikonomou S. Mavridou, “The use of Waste Tyre Rubber in
Civil Engineering Works”, chapter 9, Aristotle University of
Thessaloniki, Greece [5]. Naik T.R. and Moriconi G., “Environmental-friendly durable
Concrete made with Recycled materials for Sustainable Concrete
Construction”, UWM Center for By-Products Utilization, University of Wisconsin-Milwaukee, Milwaukee, WI, USA ,2005.
[6]. Mohammad Reza Sohrabi and Mohammad Karbalaie, “An
experimental study on compressive strength of concrete containing
crumb rubber”, International Journal of Civil & Environmental
Engineering, IJCEE-IJENS Vol: 11 No: 03, June 2011.
[7]. Malek K. Batayneha and Iqbal Marie Ibrahim, “Promoting the use of crumb rubber concrete in developing countries”, Waste
Management 28 (2008) 2171–2176
[8]. Zeineddine Boudaoud and Miloud Beddar, “Effects of Recycled Tires Rubber Aggregates on the Characteristics of Cement
Concrete”, Open Journal of Civil Engineering, 2012.
[9]. Girish Chandra Patidar, M.Tech. Thesis, “Performance of Tyre Derived Aggregate on The Properties of Concrete”, RGPV 2014