International Journal of Latest Technology in Engineering ... · Fine grained sand of Narmada river near Nemawar is used in this investigation. The sand has fineness modulus of 2.35

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




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




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 - 8 M20 concrete with 92 % coarse aggregates + 8 % 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




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




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




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




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




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




[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

International Journal of Latest Technology in Engineering ... · Fine grained sand of Narmada river near Nemawar is used in this investigation. The sand has fineness modulus of 2.35

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