AN EXPERIMENTAL STUDY ON PARTIAL ADDITION OF ...

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International Journal of Civil Engineering and Technology (IJCIET)

Volume 9, Issue 11, November 2018, pp. 315–325, Article ID: IJCIET_09_11_031

Available online at http://iaeme.com/Home/issue/IJCIET?Volume=9&Issue=11

ISSN Print: 0976-6308 and ISSN Online: 0976-6316

© IAEME Publication Scopus Indexed

AN EXPERIMENTAL STUDY ON PARTIAL

ADDITION OF RECYCLED RUBBER TYRES AS

REPLACEMENT FOR AGGREGATES IN

CONCRETE

S. Chandrasekar

Research Scholar, Department of Civil Engineering

St. Peter’s Institute of Higher Education & Research, Avadi, Chennai, Tamilnadu, India

Dr. P. Asha

Professor, Department of Civil Engineering

St. Peter’s Institute of Higher Education & Research, Avadi, Chennai, Tamilnadu, India

ABSTRACT

Concrete, being one of the widely used construction materials in the world in

which cement and aggregate are termed to be inevitable components that are used to

manufacture it. The increase in consumption of natural resources led to demand in

higher rate where parallel to the utilization of the natural resources emerged out as a

destructive concern inthe environment. In order to protect it the only way defined to

preserve natural resources (say aggregate) is by incorporating alternative materials

say recycled or waste elements in rubber form. In this study, we have carried out an

experimental procedure adopting recycled rubber tyres as a partial replacement for

coarse aggregate to manufacture concrete tyres. Pretreating has of one with sodium

hydroxide solution to modify its surface and interfacial transition zone allowing the

rubber to adhere with cement paste. The cycle tyres were taken and its surface were

treated with a saturated aqueous solution for 20 minutes, washed in running water

and left air dry. Then the coarse aggregates were partially replaced with rubber tyres

in different percentage’s say 5%, 10%, 20% and 30% of its total volume. Prior to that

we have prepared a control mix without any replacement of coarse aggregate to draw

a comparative study. For each and every proportion of tyre mix-concrete cubes,

cylinders were prepared and cast and properties such as slump value, compressive

strength, split tensile strength, and flexural strength are determined and a comparison

has been made

Keywords: strength, aggregates, Rubber, Workability

An Experimental Study on Partial Addition of Recycled Rubber Tyres as Replacement for

Aggregates in Concrete


Cite this Article: S. Chandrasekar and Dr. P. Asha, An Experimental Study on Partial

Addition of Recycled Rubber Tyres as Replacement for Aggregates in Concrete,

International Journal of Civil Engineering and Technology, 9(11), 2018, pp. 315–325.

http://iaeme.com/Home/issue/IJCIET?Volume=9&Issue=11

1. INTRODUCTION

It has been estimated that more than 270 million scrap-tires weighing more than million tons

are produced in India every year. In excess 300 million scrap-tires were stock piled already.

Those stock piles influence a greater risk on fire hazard which is extremely dangerous that

emerges out due to lightning, spontaneous combustion, carelessness. Also causing other

health hazard that includes diseases due to rodent and mosquito infestation and atmospheric

pollution. Most landfills refuse to take more tyres due to the fact that they are harmful to the

environment and are not bio-degradable. Some of those innovative and promising

applications are artificial reefs, control over erosion levels. Previous study concluded the

property so called dramatic changes in the mechanical properties of concrete when rubber is

introduced to the mix. Also the use of rubber particles in concrete mix decreases the

compressive strength of hardened concrete. It has been reported that the mechanical

properties of concrete rubber containing concrete exhibit the weak adhesion between the

rubber particles and cement paste. In order to address this issue, the modification of the

rubber particles surface has been suggested. Sodium hydroxide also known as lye or caustic

soda is a caustic metallic base due to its causticity. It is a perfect substance to modify the

surface of rubber in order to improve the interfacial transition zone in the concrete matrix.

Much debate is still raging on whether recycled rubber is better used as a fine aggregate or a

coarse aggregate. However a part has been declared that the introduction of recycled rubber

aggregates do change the property of the concrete.

Rubber filled concrete has the tendency to reduce its slump and density when compared

to ordinary Portland cement concrete. Around 85% reduction on slump has been expected

when comparing traditional aggregate concrete with mixes containing recycled rubber. These

values include mix prepared using partial replacement of natural aggregates by rubber

particles treated with sodium hydroxide solution.

Concrete containing rubber aggregate has the energy absorbing capacity in higher levels

also referred to as toughness property. This investigation intend to compare a OPC control

mix with three mixes having different amount of natural coarse aggregate

replacement(5%,10%,20% and 30%) with a treated shredded rubber

2. LITERATURE REVIEW

Kamil (1974) analyzed the properties of crumb rubber concrete, The unit weight of the CRC

mix decreased approximately 6 pcf for every 50 lbs of crumb rubber added. The compressive

strength decreased as the rubber content increased. A Part of strength reduction contributed

towards entrapped airt. Investigation efforts revealed that the strength reduction could be

substantially reduced by adding a de-airing agent into the mixing truck just prior to the

placement of the concrete. Various methods have been executed in order to improve the

strength and the stiffness of waste tyre modified concrete. However preparing waste tyre

powders and thin tyre fiber is time, effort and money consuming.

Eldin (1993) performed tests on rubberized concrete, using tyre chips and crumb rubber

as aggregate substitute of sizes 38mm, 25mm and 19mm exhibited reduction in compressive

S. Chandrasekar and Dr. P. Asha


strength by 85% and tensile splitting strength by 50% but concluded its ability to absorb a

large amount of plastic energy under tensile and compressive loads.

Topcu (1995) investigated the effect of particle size and content of tyre rubber on the

mechanical properties of concrete. The experiment has been declared stating, although the

strength was reduced, the plastic capacity was enhanced significantly.

Zaher (1997) concluded that RPCC mixtures can be made using ground tyre in partial

replacement by volume of CA and FA. Based on the workability, an upper level on 50% of

the total aggregate volume may be used. Strength data developed in their investigation

(compressive and flexural) indicates a systematic reduction in the strength with the increase

of rubber content. From a practical viewpoint, rubber content should not exceed 20% of the

aggregate volume due to severe reduction in strength. Once the aggregate matrix contains

non-traditional components such as polymer additives, fibres, iron slag, and other waste

materials, special provisions would be required to design and produce these modified mixes.

At present, there are no such guidelines on how to include scrap tyre particles in PCC

mixtures.

Guoqiang (2004) conducted investigations over chips and fibers. The tyre surfaces are

treated with saturated NaOH solution and anchoring a hole at the center of the chips were

also investigated and they concluded that fibres perform better than chips: NaOH surface

treatment does not work for larger sized tyre chips. Further efforts will be geared towards

enlarging the hole size. The length of those fibres restricted to less than 50mm in order to

avoid entangle. Steel belt wires provide positive effect on increasing the strength of concrete.

From the above it has been stated that the waste tyre rubber modified concrete is

characterized having high toughness, low strength and stiffness.

Serge (2004) used saturated NaOH solution to treat waste tyre rubber powders. They

found that NaOH surface treatment increased rubber/cement paste interfacial bonding

strength and resulted in improved strength gain and toughness in waste tyre powder modified

cement mortar.

Garrick (2006) determined the analysis of waste tyre modified concrete using 15% by

volume of coarse aggregate when replaced by waste tyres as a two phase material as tyre

fiber and chips dispersed in concrete mix. The result is that there is an increase in toughness,

plastic deformation, impact resistance and cracking resistance. But the strength and stiffness

of the rubberized sample were reduced. The control concrete disintegrated when peak load

was reached while the rubberized concrete had considerable deformation without

disintegration due to bridging caused by tyres. The stress concentration in the rubber

modified concrete is smaller than that in the rubber chip modified concrete can bear a higher

load than the rubber chip modified concrete before the concrete matrix breaks.

Hernadez olivares (2007) used crumbed waste tyre (average length 12.5mm) and shortly

poly propylene (pp) fibers (length from 12-10mm) to modify the concrete.

Schimizze (2009) developed two rubberized concrete mixes using fine rubber granular in

one mix and coarse rubber granular in the other. While these two mixes were not optimized

and their design parameters were selected arbitrarily, their results indicate a reduction in

compressive strength of about 50% with respect to control mix. The elastic modulus of the

mix containing coarse rubber. granular size was reduced to about 72% of that of the control

mixture, whereas the mix containing the fine rubber granular resulted in reducing the elastic

modulus to about 47% of that control mix. The reduction in elastic modulus indicates higher

flexibility, which may be viewed as a positive gain in rubberized PCC (RPCC) mixtures used

as stabilized base layer in flexible pavements.




Mavroulido and Figueiredo (2010) "Discarded tyre rubber as concrete aggregates which

is said to be a possible output for used tyres"it can be concluded that despite the observed

lower values of the mechanical properties of concrete there is a potential large market for

concrete products in which inclusion of rubber aggregate would be feasible. These can also

include non-primary structural applications of the medium to low strength requirements,

benefiting from other features of this type of concrete. Even if the rubber tyre aggregate was

used at relatively low percentages in concrete, the amount of waste tyre rubber could be

greatly reduced due to enormous marketing for concrete products globally. Therefore the use

of discarded tyre rubber aggregates in concrete results in promising development on an

additional route for used tyres.

3. EXPERIMENTAL PROCEDURE

Concrete Mix Design as per IS: 10262 2009 (M20 Grade)

Table 1 Mix Proportion for M20 grade of concrete

Cement Fine aggregate Coarse

Aggregate Water

w/c ratio

kg/m3

344 516 1032 172

0.5

1 1.5 3

4. PROPERTIES OF FRESH & HARDENED CONCRETE

4.1. Workability

This test is used to determine the workability of the cement concrete. Initially ingredients

such as cement, sand and coarse aggregate are taken. The quantity of water to be taken from

mix design is added to the ingredients and blended accordingly

4.2. Compressive Strength Test

Cubical specimens of size 150mm x 150mm were cast for conducting compressive strength

test for each mix. The compressive strength test was carried out as per IS: 516-1979. This test

was carried at the end of 7 days, 14 days and 28 days of curing. The compressive strength of

any mix was taken as the average of strength of three cubes.

4.3. Spilt Tensile Strength Test

Cylindrical specimens of size 150mm x 300mm height were used for split tensile strength.

The test was conducted at the end of 28 days of curing and the average of three samples was

taken as the representative split tensile strength of the mix.

4.4. Flexural Strength Test

The flexural strength of concrete was carried out with prism of size 150mm x 150mm x

700mm. The test was conducted at the end of 28 days of curing and the average of three

samples was taken as the representative flexural strength of the mix.



Table 2 Mix proportion for the concrete cube specimen

S.NO GRADE OF CONCRETE TARGET

MEAN STRENGTH

W/C

RATIO MIX PROPORTION

1 M20 26.60 N/mm2 0.5 1:1.5:3

All mixes were prepared for testing that owe water to concrete ratio as 0.5. The test is

conducted of four different concrete mixes. One control mix that has no recycled shredded

tyre and four mixes with 5%, 10%, 20% and 30% replacement of natural aggregate by its

volume. The tyre used for replacement was pretreated with a saturated sodium hydroxide

solution to modify the surface of the particles and improving the adhesion between the

cement paste and the rubber particles.

Pretreatment consisted of soaking the recycling tyre particles in a NaOH solution for a

period of 20 minutes, then washed under running water left air dry at room temperatures.

Analysis of the physical properties of the natural aggregates was performed according to

Indian standards.

Table 3 Slump performance for various percentage of crumb rubber content

Rubber content (%) 0 5 10 20 30

Slump (mm) 75 71 66 61 52

Figure 1 Slump values for different percentage of rubber

Figure 2 True slump achieved

0

20

40

60

80

0 5 10 20 30Slu

mp

in

mm

Rubber content (%)

slump(mm)




Figure 2 Attainment of rubber based concrete slump

The replacement of 5%, 10%, 20%and 30% of scrap rubber waste reported a decrease in

88% of concrete slump.

4.5. Preparation of specimens

The cube, cylinder and beam were casted in a mix proportion of number’s say M20 grade by

weight with water cement ratio of 0.5 respectively. The mould of size 150mm x 150mm x

150 mm cubes, 150 x 300 mm cylinders and 150 x 150 x 700 mm beams, were placed on an

even surface and the materials were hand mixed. The compaction was done using vibrating

table for all the specimens. The modulus was stripped after 24 hours. The test specimens

were allowed tocure for 7 days, 14 days and 28 days in the curing tank respectively.

Figure 4 Conventional concrete under compression



Figure.5.Split tensile testing of a specimen

Figure 6 Flexural testing specimen

5. EXPERIMENTAL TEST RESULTS AND DISCUSSIONS

5.1. Compressive strength

It had been observed that the compressive strength attained on replacing 5 % of the rubber

content exhibited 26 Mpa at 28 days respectively




Table 4 Average compressive strength for M20 grade of concrete

S.NO Percentage of

Rubber

7 days 14 days 28 days

Collapse

Load

(KN)

Comp.

Strength

(𝐍/𝐦𝐦𝟐)

Collapse

Load

(KN)

Comp.

Strength

(𝐍/𝐦𝐦𝟐)

Collapse

Load

(KN)

Comp.

Strength

(𝐍/𝐦𝐦𝟐)

1 Conventional 475 21.11 536 23.82 600 26.67

2 5% 435 19.33 525 23.33 592 26.30

3 10% 400 17.78 500 22.22 580 25.78

4 20% 355 15.78 380 16.89 510 22.67

5 30% 300 13.33 360 16.00 460 20.44

Figure 7 Compressive strength of concrete for various mix proportions

5.2. Split Tensile Strength

It had been observed that the split tensile strength attained on replacing 5 % of the rubber

content exhibited 2.1 Mpa

at 28 days respectively

Table 5 Average tensile strength for M20 grade of concrete

S. No Percentage

of Rubber


Collapse

Load

(KN)

Split

tensile

Strength

(𝐍/𝐦𝐦𝟐)

Collapse

Load

(KN)

Split

tensile

Strength

(𝐍/𝐦𝐦𝟐)

Collapse

Load

(KN)

Split

tensile

Strength

(𝐍/𝐦𝐦𝟐)

1 0% 95 1.34 150 2.12 160 2.24

2 5% 85 1.2 135 1.9 150 2.1

3 10% 75 1.06 120 1.68 140 1.96

4 20% 50 0.7 100 1.4 130 1.82

5 30% 70 0.99 80 1.12 120 1.68

0

5

10

15

20

25

30

7 14 28Co

mp

ress

ive

stre

ng

th (

N/m

m2

)

Age of concrete (Days)

conventional 5% 10% 20% 30%



Figure 8 Split tensile strength of concrete for various mix proportions

5.3. Flexural Strength

It had been observed that the flexural strength attained on replacing 5 % of the rubber content

exhibited 7.5 Mpa at 28 days respectively

Table 6 Flexural strength of concrete for various mix proportions

S.NO % of

Rubber


Collapse

Load

(KN)

Flexural

strength

(𝐍/𝐦𝐦𝟐)

Collapse

Load

(KN)

Flexural

strength

(𝐍/𝐦𝐦𝟐)

Collapse

Load

(KN)

Flexural

strength

(𝐍/𝐦𝐦𝟐)

1 0% 12.0 6.00 14.0 7.00 16 8.00

2 5% 10.5 5.25 13.0 6.50 15 7.50

3 10% 10.0 5.00 12.0 6.00 13 6.50

4 20% 10.0 5.00 12.0 6.00 12 6.00

5 30% 10.0 5.00 10.5 5.25 10 5.00

Figure 9 Flexural strength of concrete for different percentage of rubber tyres

0

0.5

1

1.5

2

2.5

7 14 28

Sp

lit

ten

sile

str

en

gth

(N/m

m2

)

Age of concrete (days)

conventional 5% 10% 20% 30%

0

1

2

3

4

5

6

7

8

9

7 14 28

Fle

xu

ral

stre

ng

th(N

/mm

2)

Age of concrete (Days)

Conventional 5% 10% 20% 30%




6. CONCLUSION

• It has been clearly indicated that when the percentage of rubber replacement

increases, the compressive strength decreases. The performance of rubber replaced

concrete in M20 grade seems to be quite encouraging up to 10% replacement nearly

achieves the target mean compressive strength.

• The compressive strength of 5% replacement of rubber aggregate almost equals 10%

and 20%. The replacement of 20% crumb rubber aggregate performs comparatively

low than that of 85% of the content in 28 days.

• In M20 grade of concrete, the split tensile strength for all percentage of replacement

of crumb rubber attains more than 90% of conventional specimen strength. Whereas

5% of replacement performed exceptionally well and achieves higher strength than

that of conventional and 10% replacement equals the strength of 28 day conventional

specimen.

• In accordance with the aforementioned discussed, it clearly revealed that the

performance of 5%, 10%, replacements has boosted better in the performance cadet of

compressive strength. In split tensile strength, 5%, 10% replacements exhibit good

performance.

• In flexural strength aspect, all proportional replacement concluded exceptionally

better performance. In accordance with the graphical representation it is very clear

that 5% replacement of coarse aggregates alongwith waste tyre aggregates determined

gradual and strong improvement in all the above mentioned strength aspects of

concrete.

• From this experimental study of the partial replacement of crumb rubber tyre with

coarse aggregate the results concluded that the strength parameters such as

compressive strength, split tensile strength and flexural strength goes on reducing, if

the replacement percentage increases.

• By comparing all the strength parameters of various mix proportion such as 5%, 10%,

20% and 30%. The results shows that the mix proportion with 5% and 10% exhibit

90% of normal strength.

• Finally, it has been concluded that the 5% replacement of coarse aggregate with

rubber tyre significantly determined best results that can be used in the areas of low

cost producing structural aspects and in heavy concrete structures under dynamic

loading.

REFERENCES

[1] Ali, A.M. and D.G. Goulias, 1996. ‘Enhancement of Portland cements concrete with tyre

rubber’, 12thinternational conference on solid waste management, university of

Pennsylvania, Philadelphia, PA.

[2] Amirkhanian, S.N. and L.C. Arnold, 2001. ‘A Feasibility study of the use of waste tyres

in Asphaltic Concrete mixtures’, report no.FHWA-SC-92-04.

[3] Benazzouk, a., o. Douzane, K. Mezreb, M. Queneudec, 2007. ‘Physic mechanical

properties of aerated cement composites containing shredded rubber waste’, cement &

concrete composites, 29(4): 337-338.

[4] Bignozzi, M.C. and F.Sandrolini, 2006. ‘Tyre Rubber Waste Recycling in self-

compacting concrete’, cement& concrete composites, 3(4): 735-338, J.Appl.sci. Res.,

8(6): 2966-2973, 2012



[5] Chou, L.H., C.K. Lu, J.R. Chang, M.T. Lee, 2007. ‘Use of Waste Rubber as Concrete

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[6] Chung, K.H. and Y.K. Hong, 1999.’Interoductory Behavior of Rubber Concrete”, Journal

of Applied Polymer science’, 72:35-40.

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[11] M. A. Aiello and F. Leuzzi “Waste tyre rubberized concrete”, Properties of fresh and

harden state, Journal of waste management ELSEVIER, Vol 30, 2010, pp 1696-1704.

[12] R. Siddique and T. R. Naik “Properties of concrete containing scrap-rubber: an

overview”, Journal of waste management ELSEVIER, Vol 24, 2004, pp 563-569.

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[15] IS 456-2000 “Code of practices for plain and reinforcement concrete”

[16] IS: 10262-1982 “recommended guidelines for concrete mix design”.1982-first revision,

2009)

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