experimental investigation of scrc - self compacting rubberised concrete

8/10/2019 Experimental investigation of SCRC - Self compacting Rubberised concrete

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CHAPTER 1

1. INTRODUCTION

Concrete is one of the most versatile building materials. It can be cast to fit any structural

shape from a cylindrical water storage tank to a rectangular beam or column in a high-rise

building. The advantages of using concrete include high compressive strength, good fire

resistance, high water resistance, low maintenance and long service life. The disadvantages of

using concrete include poor tensile strength, low workability for higher strengths, formwork

requirement etc. In order to overcome these problems SCC was developed in Japan in the late

1980s.

The advantages of SCC include:

1) Faster construction

2) Reduction in site manpower3) Better surface finishes

4) Easier placing

5) Improved durability

6) Greater freedom in design

7) Thinner concrete sections

8) Reduced noise levels, absence of vibration

9) Safer working environment

Originally developed in Japan, SCC technology was made possible by the much earlier

development of super plasticisers for concrete. SCC has now been taken up with enthusiasmacross Europe, for both site and precast concrete work. Practical application has been

accompanied by much research into the physical and mechanical characteristics of SCC and

the wide range of knowledge generated has been sifted and combined in this document.

1.1 SCC-Self Compacting Concrete.

Self compacting concrete (SCC) represents one of the most significant advances in concrete

technology for decades. Inadequate homogeneity of the cast concrete due to poor compaction

or segregation may drastically lower the performance of mature concrete in-situ. SCC has

been developed to ensure adequate compaction and facilitate placement of concrete in

structures with congested reinforcement and in restricted areas.

SCC was developed first in Japan in the late 1980s to be mainly used for highly

congested reinforced structures in seismic regions. As the durability of concrete structures

became an important issue in Japan, an adequate compaction by skilled labours was required

to obtain durable concrete structures. This requirement led to the development of SCC and

its development was first reported in 1989 (Okamura and Ouchi, 2003).

SCC can be described as a high performance material which flows under its own weight

without requiring vibrators to achieve consolidation by complete filling of formworks even

when access is hindered by narrow gaps between reinforcement bars .SCC can also be used in

situations where it is difficult or impossible to use mechanical compaction for fresh concrete,

such as underwater concreting, cast in-situ pile foundations, machine bases and columns or


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walls with congested reinforcement. The high flow ability of SCC makes it possible to fill the

formwork without vibration) since its inception, it has been widely used in large construction

in Japan (Okamura and Ouchi, 2003). Recently, this concrete has gained wide use in many

countries for different applications and structural configurations it can also be regarded as

"the most revolutionary development in concrete construction for several decades".Originally developed to offset a growing shortage of skilled labour, it is now taken up with

enthusiasm across European countries for both site and precast concrete work.

The method for achieving self-compact ability involves not only high deformability of

paste or mortar, but also resistance to segregation between coarse aggregate and mortar when

the concrete flows through the confined zone of reinforcing bars (Okamura and Ouchi, 2003).

Homogeneity of SCC is its ability to remain unsegregated during transport and placing. High

flow ability and high segregation resistance of SCC are obtained by:

1. A larger quantity of fine particles, i.e., a limited coarse aggregate content.

2. A low water/powder ratio, (powder is defined as cement plus the filler such as flyash, silica fume etc.) and

3. The use of super plasticizer (Okamura and Ouchi, 2003 and Audenaert et al., 2002).

Because of the addition of a high quantity of fine particles, the internal material structure

of SCC shows some resemblance with high performance concrete having selfcompactibility

in fresh stage, no initial defects in early stage and protection against external factors after

hardening. Due to the lower content of coarse aggregate, however, there is some concern that:

(1) SCC may have a lower modulus of elasticity, which may affect deformation

characteristics of prestressed concrete members and

(2) Creep and shrinkage will be higher, affecting prestress loss and long-term deflection. Self

compacting concrete can be produced using standard cements and additives. It consists

mainly of cement, coarse and fine aggregates, and filler, such as fly ash or Super-pozz,

water, super plasticizer and stabilizer.

(3) The composition of SCC is similar to that of normal concrete but to attain self flow ability

admixtures, such as fly ash, glass filler, limestone powder, silica fume, Super-pozz, etc;

with some super plasticizer is mixed. Since Super-pozz is a new emerging admixture and is

a highly reactive alumino silicate pozzolanic material, its fineness and spherical particle

shape improves the workability of SCC. Thus, it can be used as a suitable admixture in SCC.

Three basic characteristics that are required to obtain SCC are: high deformability, restrained

flow ability and a high resistance to segregation .High deformability is related to the capacity

of the concrete to deform and spread freely in order to fill all the space in the formwork. It is

usually a function of the form, size, and quantity of the aggregates, and the friction between

the solid particles, which can be reduced by adding a high range water-reducing admixture

(HRWR) to the mixture. Restrained flow ability represents how easily the concrete can flow

around obstacles, such as reinforcement, and is related to the member geometry and the shape

of the formwork. Segregation is usually related to the cohesiveness of the fresh concrete,

which can be enhanced by adding a viscosity-modifying admixture (VMA) along with a

HRWR, by reducing the free-water content, by increasing the volume of paste, or by somecombination of these constituents. Two general types of SCC can be obtained:


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(1) One with a small reduction in the coarse aggregates, containing a VMA, and

(2) One with a significant reduction in the coarse aggregates without any VMA.

(3) To produce SCC, the major work involves designing an appropriate mix

Proportion and evaluating the properties of the concrete thus obtained. In practice, SCC in

its fresh state shows high fluidity, self-compacting ability and segregation resistance, all ofwhich contribute to reducing the risk of honey combing of concrete. With these good

properties, the SCC produced can greatly improve the reliability and durability of the

reinforced concrete structures. In addition, SCC shows good performance in compression and

can fulfil other construction needs because its production has taken into consideration the

requirements in the structural design.

1.2 RUBBERIZED CONCRETE

In recent years, irrespective of political, economic or ecological reasons, recycling has beenencouraged throughout the world. It is undoubtedly the best alternative to reduce the impact

that the environment can suffer from the consumption of raw materials and the disorderly

generation of waste. The construction market is presented as one of the best alternatives to

consume recycled materials. This is because construction activity can be performed in any

region which reduces costs, such as transportation (Benazzouk et al., 2007). In addition, the

materials needed to produce most of the construction components do not require great

technical sophistication.

Thus, rubberized concrete can support construction sustain- ability and contribute to the

development of the civil engineering area by using industrial waste, minimize theconsumption of natural resources and produce a more efficient material (Li et al., 2004a).

Concrete with recycled rubber can be used (through suitable formulations and for specific

applications) for concrete panel production, cementitious sheets for sealing systems and other

concrete products, such as concrete floors, walls and roof tiles (Siddique and Naik,

2004).Several studies have been conducted to facilitate the use of this waste material in

Portland cement. In addition, several authors have already confirmed the viability of using the

vulcanized rubber fiber into construction materials (Chiu, 2008).

Turatsinze et al. (2005) studied the replacement of mortar sand by recycled rubber (in

proportions of 20 and 30%), with the aim of improving the flexural strength (toughness) and

propagation of cracks in the material.According to Khaloo et al. (2008) , concrete with

recycled rubber increased its toughness and resistance of moisture migration through the

material.. According Turatsinze andGarros (2008) concrete produced with recycled rubber

has improved some properties: thermal insulation, sound absorption, and low density.

Further, there was also a decrease in the permeability in theory, as rubber is a

hydrophobic aggregate. In addition, there was an improvement in the concrete durability.

However, the main limitation was the reduction in resistance, which was caused by a higher

porosity promoted by the rubber aggregate in the concrete matrix.

Therefore, the aim of the present work is the study of the technical feasibility of sandreplacement in self compacting concrete with the addition of 5,10,15% recycled tire rubbers.


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This could result in a resistance recovery after the sodium hydroxide chemical treatment

process. This was specifically fora compressive resistance of 30 MPa.

It is well recognized that the reduction of compressive and tensile strengths of the rubberized

concrete is an important problem to be solved. Li et al suggested that the loss in the strengthmight be minimized by proper surface treatment of the tire rubber. Segre and Joekes

indicated that if rubber particles had a rough surface or were pretreated, they might bond

better with the surrounding matrix, resulting in a higher compressive strength. There are

many other pre treatment methods, such as washing rubber particles with water, acid etching,

plasma treatment and coupling with various agents. Among the surface treatment methods,

the sodium hydroxide (NaOH) solution gave the best result. The experimental results showed

that NaOH treatment enhanced the adhesion of tire rubber particles to the cement paste. Thus,

the mechanical properties of concretes with the NaOH-treated rubber were improved in

comparison with that of the rubberized concrete with the as-received rubber. Using the NaOH

pre treatment method, Chouet al. proposed a theoretical analysis to explain the effect of

rubber additives on mechanical properties of the rubberized concrete and have shown that the

addition of rubber particles could block water diffusion in Rubcrete, leading to insufficient

and imperfect hydration in some regions. The reduced adhesion at the interfacial surface

between the cement and rubber grains is an important factor in the reduction of the

compressive strength of Rubcrete. To improve the compressive strength, many authors have

attempted to modify the surface properties of rubber particles to enhance the adhesion to

cement hydration products (C-S-H). A detailed review on the rubberized concrete was

provided by Siddique and Naik . In this study, the crumb rubber was treated with NaOH,

Ca(OH)2 to modify hydrophilic properties of the rubber surface Mechanical properties suchas compressive, flexural and tensile strengths were tested to understand effects of treatment

of NaOH with crumb rubber on the performance of concrete.


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CHAPTER 2

2.1. LITERATURE REVIEW

2.1.1 DEVELOPMENT OF SELF COMPACTING CONCRETE.

The idea of a concrete mixture that can be consolidated into every corner of a formwork,purely by means of its own weight and without the need for vibration, was first considered in

1983 in Japan, when concrete durability, constructability and productivity became a major

topic of interest in the country. During this period, there was a shortage of number of skilled

workers in Japan which directly affected the quality of the concrete.

In order to achieve acceptable concrete structures, proper consolidation is required to

completely fill and equally distribute the mixture with minimum segregation. One solution to

obtain acceptable concrete structures, independently of the quality of construction work, is

the employment of SCC. The use of SCC can reduce labour requirements and noise pollution

by eliminating the need of either internal or external vibration.

Okamura proposed the use of SCC in 1986. Studies to develop SCC, including a

fundamental study on the workability of concrete, were carried out by Ozawa and Maekawa

at the University of Tokyo, and by 1988 the first practical prototypes of SCC were produced.

By the early 1990s Japan started to develop and use SCC and, as of 2000, the volume of

SCC used for prefabricated products and ready-mixed concrete in Japan was over 520,000

yard3 (i.e. 400,000 m3) .In 1996, several European countries formed the Rational

Production and Improved Working Environment through using SCC project in order to

explore the significance of published achievements in SCC and develop applications to take

advantage of the potentials of SCC. Since then, SCC has been used successfully in a numberof bridges, walls and tunnel linings in Europe. During the last three years, interest in SCC has

grown in the United States, particularly within the precast concrete industry. SCC has been

used in several commercial projects. Numerous research studies have been conducted

recently with the objective of developing raw material requirements, mixture proportions,

material requirements and characteristics, and test methods necessary to produce and test

SCC. The latest studies related to SCC focused on improved reliability and prediction of

properties, production of a dense and uniform surface texture, improved durability and both

high and early strength permitting faster construction and increased productivity.

2.2 BASIC PRINCIPLES AND REQUIREMENTS OF SCC.

With regard to its composition, SCC consists of the same components as conventionally

vibrated normal concrete, which are cement, aggregates, water, additives and admixtures.

However, high volume of super plasticizer for reduction of the liquid limit and for better

workability, the high powder content as lubricant for the coarse aggregates, as well as the

use of viscosity-agents to increase the viscosity of the concrete have to be taken into account.

Figure 2.1 shows the basic principles for the production of SCC


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Passing ability L-box

U-box

Fill-box

J-ring

Segregation resistance GTM test

V-funnel at T5minutes

GTM test

V-funnel at T5minutes

A simple apparatus and a rapid method for testing the segregation resistance of SCC have

been recently developed. The developed apparatus and method are useful in rapidly assessing

the segregation resistance of SCC in both vertical and horizontal directions. The proposed

method can also distinguish between different CA/TA ratios, different water/binder ratios,

and different materials. The self compatibility tests commonly conducted on SCC mixes are

briefly described below:

2.3 CONSTITUENT MATERIALS OF SCC

The constituent materials used for the production of SCC are the same as those for

conventionally vibrated normal concrete except that SCC contains lesser aggregate and

greater powder (cement and filler particles smaller than 0.125 mm). Fly ash, glass filler,

limestone powder, silica fume, etc are used as the filler materials. To improve the

selfcompactibility, without segregation, a super plasticizer along with a stabilizer is added.

2.3.1 Powder (Mixture of Portland cement and filler)

The term 'powder' used in SCC refers to a blended mix of cement and filler particles smaller

than 0.125 mm. The filler increases the paste volume required to achieve the desirable

workability of SCC. The addition of filler in an appropriate quantity enhances both

workability and durability without sacrificing early strength.

CEMENT

Cement used for SCC should not contain C3A content higher than 10% to avoid the problems

of poor workability retention (EFNARC, 2002). Selection of the type of cement depends onthe overall requirements for concrete, such as strength and durability.

FILLER

Materials, such as fly ash, blast furnace slag, ground glass, limestone powder, silica fume,

etc, are commonly used as filler for producing SCC. Savings in labour costs might offset the

increased cost related to the use of more cement and super plasticizer, but the use of Lime

Stone Powder (LSP) as filler could increase the fluidity of the concrete, without any increase

in the cost.

Natural pozzolan: The use of a natural pozzolan has been found to improve the fresh and

hardened properties of SCC .


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Super-pozz: Super-pozz is a new emerging mineral admixture containing highly reactive

alumino silicate pozzolan, which adds strength to cementitious mixes whilst its fineness

(more surface area) and spherical particle shape improves the workability a lot .So, it can be

used as mineral filler for SCC.

Class F fly ash: Class F fly ash is a finely divided ash left after hard coal is burnt for power. Ifcement is replaced by fly ash, the paste volume of the concrete will increase, bleeding will

decrease and, due to the increase of paste volume, the shrinkage may increase. Class F fly ash

is generally used to replace Portland cement in the range of 15% to 25% of the total

cementitious material in conventional mixtures. According to a recent study 40% Class F fly

ash in a SCC mixture resulted in good workability, with acceptable strength development and

frost durability. A recent study on SCC incorporating high volumes of class F fly ash as filler

in the range of 40 to 60% by mass of powder, the water/powder ratio in the range of 0.35 to

0.45, sulfonated naphthalene23 formaldehyde super plasticizer in the range of 0 to 3.8 l/m3,

and keeping the powder content constant at 400 kg/m3. They reported that it is possible to

design a SCC incorporating high volumes of class F fly ash as filler. They achieved a slump

flow in the range of 500 to 700 mm, a flow time ranging from 3 to 7 s, a segregation index

ranging from 1.9 to 14%, and compressive strengths from 15 to 31 MPa, and from 26 to 48

MPa, at 7 and 28 days, respectively.

Limestone: Lachemi (Lachemi M and Hossain K.M.A (2003)) has carried out a study on SCC

with poorly graded aggregate and high volume of limestone as filler (in the range of 47 to

49% of the mass of powder), a high paste content of (in the range of 891 to 906 kg/m3 of

mix, i.e. 41.3 to 42.8 % by the volume of mix) due to the poorly graded coarse aggregates,

the lower water/powder ratio (in the range of 0.22 to 0.25 by mass), a constant optimum

dosage of super plasticizer (0.6% by mass of powder), and a viscosity agent (30 to 35% bythe mass of water). The results obtained indicated that finer and better-graded limestone dust

significantly increases the deformability of the paste and it also appeared that the addition of

filler improved the 28-day compressive strength of concrete mixes besides the required self-

compacting properties.

Silica-fume: Silica-fume, also known as condensed silica fume or micro silica (ACI 116R),

is a very fine, non-crystalline silica produced in electric arc furnaces as a by-product of the

production of elemental silicon or silico-alloys. It is basically a Superpozzolan witha very

high durability and excellent strength, but creates a high water demand, thus requiring the use

of water reducers. Silica-fume is generally used in quantities of 3% to 10% of the total

cementitious materials in concretes with accelerated curing.

Slag: Slag is a by-product of the iron industry, generally used to replace Portland cement

in the range of 40% to 60% of the total cementitious material in conventional concrete

mixtures. According to EFNARC a 50% to 70% slag, as cement replacement, with different

viscosity modifying admixtures (VMA) for various SCC mixtures produced good results.

Mixtures containing slag as a partial replacement of Portland cement generally have lower

early strengths and higher ultimate strengths than otherwise comparable mixtures containing

only Portland cement.

2.3.2 Aggregates

The maximum size and grading of the aggregates depends on the particular application.

Maximum size of aggregate is usually limited to 20 mm. The coarse aggregate content in


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SCC is kept either equal to or less than that of the fine aggregate content. Okamura proposed

a rheological model for SCC relating the rheology of the paste to the average aggregate

spacing and average aggregate diameter to consider the effect of most of the factors related to

aggregate properties and content. According to Ouchi and other researchers, a higher

aggregate spacing requires a lower flow and higher viscosity of the paste to achievesatisfactory deformability and segregation resistance of SCC. Better results were also

obtained with the same spacing and a smaller aggregate diameter. For SCC mixtures, a coarse

aggregate size of 5 mm to 14 mm and quantities varying from 790 kg/m3to 860 kg/m3has

been used with satisfactory results.

The sand ratio (i.e. fine aggregate volume/total aggregate volume) is an important parameter

for SCC and the rheological properties improved with an increase in the sand ratio

.According to Okamura(Okamura and Ouchi, 1997), if the coarse aggregate content in a SCC

mixture exceeds a certain limit, blockage would occur independently of the viscosity of the

mortar. Super plasticizer and water content are then determined to ensure desired self

compacting characteristics. Okamura (Okamura and Ouchi, 1997) reported that reducing the

volume of coarse aggregates in a SCC mixture is more effective than decreasing the sand-to-

paste ratio to increase the passing ability through congested reinforcement. The aggregate

packing factor (i.e. the ratio of mass of aggregates of tightly packed state in SCC to that of

loosely packed state in air) determines the aggregate content, and influences the strength,

flow ability and self-compacting ability. The moisture content of aggregates should be

closely monitored and must be taken into account in order to produce SCC of constant quality

(EFNARC, 2000). The coarse aggregate should not contain clay seams that may produce

excessive creep and shrinkage. Therefore, aggregates must be clean for incorporation in the

mix.

2.3.3 Admixtures

Super plasticizer: Super plasticizer (SP) is an essential component of SCC to provide the

necessary workability. The super plasticizer to be selected should have: (i) high dispersing

effect for low water/powder ratio (less than 1 by volume), (ii) maintenance of the dispersing

effect for at least two hours after mixing, and (iii) less sensitivity to temperature changes

(Okamura and Ouchi, 2003).The main purpose of using a super plasticizer is to produce

flowing concrete with very high slump that is to be used in heavily reinforced structures and

in places where adequate consolidation by vibration cannot be readily achieved. The other

major application is the production of high-strength concrete at w/c's ranging from 0.3 to 0.4.

The ability of a super plasticizer to increase the slump of concrete depends on such factors as

the type, dosage, and time of addition, w/c and the nature or amount of cement. It has been

found that for most types of cement, a super plasticizer improves the workability of concrete.

Some of the benefits/features of a super plasticizer are:

1. Specified strength can be achieved at high workability,

2. Faster placing with reduced labour and equipment costs, and

3. Low permeable concrete leading to enhanced durability.

Some of the benefits of a high-range water reducer are:

1. Higher strength can be achieved at "normal" workability without the need for additionalcement,


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2. Reduction in water content typically reduces bleeding,

3. Produces cohesive and workable concrete at high slump, and

4. Reduction in striking times.

Some of the applications of a super plasticizer are:

1. Incorporating the admixture during batching or on delivery at site increases workability toa flowing or self-levelling state,

2. Heavily reinforced sections,

3. Deep sections where normal consolidation is difficult,

4. High quality formwork finishes,

5. Pumped concrete (long pipelines), and

6. Compatible with all types of Portland cements, including sulphate-resisting cements and

blends.

Stabilizer: Other types of admixtures may be incorporated as necessary, such as VMA for

stability, Air-Entraining Admixture (AEA) to improve freeze-thaw resistance, retarders for

control of setting, etc. Okamura (Okamura and Ouchi, 1997) have carried out a study on the

performance of new VMAs in enhancing the rheological properties and consistency of SCC.

They found that the combined use of proper dosages of VMA and SP contribute to securing

high-performance cement pastes that is highly fluid yet cohesive enough to reduce water

dilution and enhance water retention.

2.3.4 Ranges of the quantities of the Constituent Materials for SCC

Typical ranges of proportions and quantities of the constituent materials for producing SCC

are given below:

1. Water content: 170 to 176 kg/m3

. It should not exceed 200 kg/m3

(EFNARC, 2002).

2. Cement content: 350 to 450 kg/m3(EFNARC, 2002),

3. Total powder content (i.e., cement + filler): 400 to 600 kg/m3(EFNARC, 2002),

4. Dosage of super plasticizer: 1.8% of the total powder content (by mass) .However, the

recommended dosage varies from product to product,

5. Water/powder ratio: 0.80 to 1.10 (by volume) (EFNARC, 2002). A water/powder ratio in

the range of 0.30 to 0.38 (by mass),

6. Coarse aggregate content: 28 to 35% by volume of the mix, i.e., 700 to 900 kg/m3 of

concrete (EFNARC, 2002),

7. The sand content balances the volume of other constituents. The sand content should be

greater than 50% of the total aggregate content .Sand ratio (i.e. volume ratio of fine aggregate

to total aggregate) is an important parameter in SCC and the rheological properties increase

with an increase in sand ratio. Sand ratio should be taken in the range of 50 to 57,

8. The aggregate packing factor: 1.12 to 1.16.

2.4 PROPERTIES OF HARDENED SCC

The hardened material properties of concrete are discussed in this section.

2.4.1 Compressive, Tensile, and Bond Strength

SCC with a compressive strength around 60 MPa can easily be achieved. The strength could

be further improved by using fly ash as filler. The characteristic compressive and tensile


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strengths have been reported to be around 60 MPa and 5 MPa, respectively. ACI reported 28-

days compressive strength values ranging from 31 to 52 MPa. The 91-days compressive

strength was in the range of 28 and 47 MPa. A compressive strength of up to 80 MPa with a

low permeability, good freeze-thaw resistance, and low drying shrinkage can be achieved.

SCC mixes with a high volume of cementlimestone filler paste can develop higher or lower28-day compressive strength, compared to those of vibrated concrete with the same

water/cementitious material ratio and cement content, but without filler. It appears that the

strength characteristics of the SCC are related to the fineness and grading of the limestone

filler used .SCC with water/cementitious material ratios ranging from 0.35 to 0.45, a mass

proportion of fine and coarse aggregates of 50:50 with cement replacement of 40%, 50% and

60% by Class F fly ash and cementitious materials content of 400 kg/m3 being kept constant,

obtained good results for compressive strength ranging from 26 to 48 MPa, which shows that

an economical SCC could be successfully developed by incorporating high volumes of Class

F fly ash .SCC containing more than 50% fly ash of the total powdered material produced

compressive strengths ranging from 20 to 30 MPa at the ages of 3 and 7 days.

The bond behaviour of SCC was found to be better than that of normally vibrated concrete.

The higher bond strength was attributed to the superior interlocking of aggregates due to the

uniform distribution of aggregates over the full cross section and higher volume of cement-

binder matrix.

2.4.2 Modulus of Elasticity

Modulus of Elasticity of SCC and that of a normally vibrated concrete, produced from the

same raw materials, have been found to be almost identical. Although there is a higher paste

matrix share in SCC, the elasticity remains unchanged due to the denser packing of theparticles. The Modulus of Elasticity of concrete increases with an increase in the quantity of

aggregate of high rigidity whereas it decreases with increasing cement paste content and

porosity. A relatively small Modulus of Elasticity can be expected, because of the high

content of ultra fines and additives as dominating factors and, accordingly, minor occurrence

of coarse and stiff aggregates at SCC. The Modulus of Elasticity of SCC can be up to 20%

lower compared with normal vibrated concrete having same compressive strength and made

of same aggregates. Results available indicate that the relationships between the static

Modulus of Elasticity (E) and compressive strength (fc') were similar for SCC and normally

vibrated concrete. A relationship in the form ofE = k.fc0.5, where k is a constant, has been

widely reported, and all values of this constant were close to the one recommended by ACI

318- 02 for structural calculations for normal weight traditional vibrated concrete (Guidelines

on SCC, 2000). Average 28-days modulus of Elasticity of SCC has been reported to be 30

GPa corresponding to average 28-days cube strength of 55.41 MPa.

2.5 SELF-COMPACTABILITY TESTS

The following section discusses the tests related to SCC

2.5.1 Slump Flow Test

The slump flow test was carried out according to ASTM C 143. Figure 3.1 shows the

accessories used for the slump flow test. The dimensions of the frustum of cone used in this

test are same as that used for slump test (i.e. 200 mm bottom diameter, 100 mm top diameter


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and 300 mm height). The diameter of the concrete after allowing its full flow, as shown in

Figure 3.2, was taken as slump flow value

2.5.2 V-Funnel Test

V-funnel test was used to determine the filling ability (i.e. flow ability) of SCC. The

dimensions of V-funnel, EFNARC guidelines, were adopted, shown in Figure 3.3. Procedure

for conducting the V-funnel test includes the following steps:

1. The V-funnel is kept firm on the ground and the inside surfaces of the funnel are moistened

and the trap door is kept open to allow any surplus water to drain.2. About 12 litres of concrete is poured into V-funnel to fill it completely without compacting

or tamping, while keeping the trap door closed and a bucket placed underneath.

3. After filling the V-funnel, concrete level is simply struck off with the top with a trowel.

4. After 10 sec of filling, the trap door is opened to allow concrete to flow out under gravity.

The stopwatch is started when the trap door is opened, and the time taken for complete

discharge of concrete from funnel is recorded as 'flow time'. As recommended, the whole test

is to be performed within 5 minutes

2.6

PRETREATMENT

OF RUBBER INCONCRETE.

Figure 3.1: Slump test for SCC

Figure 3.3: V- Funnel Test


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Li et alsuggested that the loss in the strength might be minimized by proper surface treatment

of the tire rubber. The decrease of the zinc stearate on the treated rubber surface explains the

improvement in the adhesion of this material to the cement matrix. The promising results of

this study conducted by Segre and Joekes (2002) are a starting point for future research onincorporating rubber particles into cementitious materials as a means of successfully utilizing

the vast amounts of tire waste currently in landfills.

The pre-treatment done in this experimental analysis is relatively simple.5,10,15% of rubber

is being replaced by volume for sand in the original mix design. 15%rubber replacement is

taken for pre-treatment in this experimental study. Pretreatment was done using 2 chemicals

in this experiment namely Sodium hydroxide and Calcium hydroxide. The pretreatment is

done by sinking the rubber particles in 1M of sodium hydroxide. This was again repeated for

2M,3M of sodium hydroxide solution. For pretreatment the rubber samples were sunk for a

period of 24hrs for the respective concentrations of NaOH,Ca(OH)2and then they are rinsed

with water to bring the pH to neutral and then were mixed with sand and aggregates before

casting


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CHAPTER 3

3. MIX DESIGN OF SCC

3.1 MATERIALS REQIRED FOR SCC

The basic ingredients used in SCC mixes are practically the same as those used in ordinaryconcrete. Following are the important materials used in SCC.

Sl No Name of the Material

1 Sand

2 Cement

3 Fly Ash

4 Aggregate5 Water

6 Viscosity Modifying Agents

7 Super Plasticizer

3.1.1 Coarse Aggregate

The aggregate consists of crushed stone coarse aggregate of a maximum size of 40

mm and with a specific gravity of 2.78 and fineness modulus is 7.24. The greater the value of

fineness modulus implies the material is coarse. The details of sieve analysis of coarseaggregate are given in Table 4.4 and the properties of coarse aggregate are given below. The

maximum size of coarse aggregate that we had selected for the making of SCC is 12.5mm.

Properties Values

Fineness modulus of coarse aggregate 7.24

Specific gravity of coarse aggregate 2.78

Dry rodded bulk density of coarse aggregate 1641 kg/m

Bulk density of loose coarse aggregate 1494 kg/m

3.1.2 Fine Aggregate

River sand passing through 4.75 mm IS sieve conforming to grading zone III of IS: 383-1970

is used. Fine aggregate with a maximum size of 4.75 mm with a specific gravity of 2.64 and

fineness modulus 2.16 (fine sand) was used for the SCC mixes that were made. The details of

sieve analysis of fine aggregate are given inTable 2and the properties of fine aggregate are

given below. From the bulking of fine aggregate graph we obtain the result that when 8%

water is added we obtain the maximum bulking of 36.5% which is within the required limit.


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15

Properties Values

Fineness modulus of fine aggregate 2.16 (fine sand)

Specific gravity of fine aggregate 2.64

Dry rodded bulk density of fine aggregate 1590 kg/m3

Bulk density of loose fine aggregate 1482 kg/m3

Table 3.1: Sieve analysis of fine aggregate

Sl.

No.

Sieve

Size

(mm)

Weight

Retained (g)

% Weight

Retained

Cumulative

%Weight

Retained

% Passing

(cumulative)

1 4.75 8 0.8 0.8 99.2

2 2.56 16 1.6 2.4 97.6

3 1.18 108 10.8 13.2 86.8

4 0.6 150 15 28.2 71.8

5 0.3 475 47.5 75.7 24.3

6 0.15 203 20.3 96 4

0

20

40

60

80

100

120

0.1 1 10

%F

inerPssing

Sieve Size ( mm )


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16

3.1.3 Cement

In this experimental study, Ordinary Portland Cement is used.The properties of cement used

in experiments are shown in Table 3.2.The cement that is being used in this project complies

with the requirements of the IS code.The percentage of fines is less than 10% and the

compressive strength of mortar cubes after 28 days curing has been found to be of therequired value.

Table 3.2 Properties of Cement

Properties Values Values as per IS 8112-1989

Specific gravity 3.15 3.13.19

Initial Setting Time < 180mins >30mins

Final Setting Time > 310mins < 10 hours

Fineness < 4.625 % < 10%

Normal Consistency 31% -

Compressive strength at 28-days 53Mpa 53 MPa

3.1.4 Fly ash

It is important to increase the amount of paste content in SCC to increase the

flowability. As a consequence, fly ash has been used in order to increase the amount of paste

content. The fly ash used is of Type C from Neyveli Lignite Power Plant. This also has a

cementitious property too along and acts as a filler material.The normal consistency of fly ash

was 43%.This may be due to the cementitious property of the fly ash.Because of this property

more water may be consumed for the preparation of the various SCC mixes.

3.1.5 Water

Potable water available in the laboratory, which satisfies drinking standards, was used

for the concrete mixing and its curing.

3.1.6 Super plasticiser

Napthalene based Super plasticiser was used to obtain the required workability. Table

3.3,gives the properties given by the manufacturer.

Table 3.1 Details of Superplasticizer- Conplast sp-430

Sl No Particulars Properties

1 Specific gravity 1.2651.280 at 270C

2 Chloride content Less than 0.1 %

3 Air Entrainment Less than 1% over control


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3.1.7 Rubber Aggregates

The rubber aggregates are obtained by crushing of the near to end life tyres that are

accumulated in the rubber waste industry. A maximum size of 4.75mm and bulk density 670

kg/m3of rubber aggregate is used in replacement of the fine aggregate in the proposed mixes.

3.1.8 Viscosity Modifying Agent (VMA)

Due to addition of theses admixtures the workability of the mix may be affected. This is a

chemical used for improving the viscosity of the mix when adding fibres. Only 0.01% of

water content has to be added to make the mix have a better workability and viscosity.

3.2 MIX DESIGN METHOD OF SCC

Various methods are available for proportioning SCC mixtures. They can be broadly

classified into four categories.

i) Empirical Methods

ii) Rheology based methods

iii) Particle packing models

iv) Statistical methods

Rheology based methods require rheometers which are very costly (7-20 lakhs) to make

justification for SCC design. Henceforth these methods are not adopted here. Particle packing

modek maybe classified as discrete and continuous models. Discrete models are based upon

the assumption that each class of particles will pack to its maximum density in the volume

available.Statistical methods can be applied only with the known experimental results.

However, vast number of researchers use empirical model for the design of SCC due to the

simplicity involved. Empirical methods can be classified as,

a) Okamuras Method

b) EFNARC Method

c) Nan et al method

a) Okamuras Method

According to okamuras methodfor getting SCC, the following conditions have to be

satisfied.

i) Coarse aggregate content is fixed at 50% of the solid volume

ii) Fine aggregate content is fixed at 40% of the mortar volume

iii) Water powder ratio (w/p) should be maintained between the values 0.9 to 1.0

iv) Super plasticizer dosage and the w/p ratio shall be adjusted to get SCC

Here, the termvolume indicates dry rodded volume. The limitation to the mixed

proportioning based on strength of the concrete is overcome by the use of viscosity

modifying agent (VMA) by increasing the desired viscosity even at higher w/p ratios. The


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18

ratio of w/p less than 0.9 are rarely used except for high strength concrete of strength above

100 MPa.

Mix proportion of SCC based on Okamura

Calculation of the ingredients of SCC was carried out as per the procedure. The details of thecalculation are as follows. These calculations are for 1 m3of concrete.

The percentage of voids assumed was 2%.

Net concrete volume = 0.98 m3

Coarse aggregate content may be taken as 50% of the dry rodded density of coarse aggregate

less air content.

Weight of coarse aggregate = 0.980.51602.41 = 785.18 kg

Absolute volume of coarse aggregate=

785.18/2670= 0.29m

3

Fine aggregate content may be taken as 40% of the volume of mortar.

Weight of fine aggregate = 0.98 0.29 0.4 2640 = 724.34 kg

Volume of paste is 60% of the volume of mortar = 0.98 0.29 0.6 = 0.41 m3

Assume the volume of water as 50% of the volume of the paste.

Weight of water =(0.411000)/2 = 205 kg

Let the powder consists of 80% of cement and 20% of fly ash on solid volume basis.

Weight of Cement = 0.8 0.205 3150 = 516.6 kg

Weight of fly ash = 0.2 0.205 2360 = 97 kg

Superplasticizer dosage was 3% by weight of cementitious materials .The limiting dosage of

superplasticizer for segregation was the criteria.

Weight of superplasticizer (Structuro 201) = 0.03 516.6 97 = 18.4 kg

For the above ingredients, the total volume was 1.0144 m3, which may be reduced to

1.00 m3. This is due to the fact that superplasticizer was not included in the paste. This could

not be included because, the regular practice of superplasticizer dosage is generally fixedbased on weight basis and the above relations are based on volume basis. So, the volume of

water may be reduced such that the total volume is reduced from 1.0144 m3to 1.00 m3.

Corrected weight of water = 192.0 kg.

Superplasticizer contains a solid content of 40%.

Actual water content to be added=192.0(0.6weight of superplasticizer) = 181.0 kg

Solid content of superplasticizer =0.418.4 = 7.36 kg

Total mass of concrete = 2300 kgIn the above calculations, the water content of the superplasticizer is excluded in


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calculations since the specific gravity of superplasticizer given by the supplier includes its

water content also. w/p ratio by volume is 0.93 and by weight is 0.33. Total volume of

aggregates is 56.8%.

Corrected values of ingredients.

Water = 181.0 kg

Cement = 0.8*(181/0.33) = 438.78 kg

Fly ash = 0.2*(181/0.33) = 109.7 kg.

Coarse Aggregate = 785.18 kg.

Fine Aggregate = 724.34 kg.

Super plasticizer = 18.4 kg.

Mix Design

1:0.25:1.65:1.78:0.33 ::Cement:Fly Ash:FA:CA:Water.

SP content= 3% by Weight of Powder content. (Cement+Flyash)

b) EFNARC Method

As per the specifications given by EFNARC , while designing the mix, it is most useful to

consider the relative provisions of the major components by volume than by mass. Indicative

typical ranges of proportions and quantities in order to obtain self-compactibility are givenbelow.

Water/powder ratio by volume of 0.8 to 1.10.

i. Total powder content-160 to 240 liters (400-600 kg) per cubic meter.

ii. Coarse aggregate content normally varies from 28 to 35% by volume of the mix.

iii.Water-cement ratio is selected based on requirements in EN 206 .

iv.Water content shall not exceed 200 litre/cubic metres.

v. The sand content balances the volume of the other constituents.

Further modifications will be necessary to meet strength and other performance requirements.

EFNARC also proposes detailed design guidelines for SCC, which stems from the

Okamuras method, which is given as follows;

The coarse aggregate content is fixed at 50-60% of its dry rodded volume. The fine aggregate

content is fixed at 40% of its dry rodded weight.The concrete mix may be tried for self

compactability using the above-determined ingredients by varying the constituents as per the

trouble shooting guidelines given.

Mix proportion of SCC based on EFNARC

EFNARC gave guidelines for the mix proportioning of SCC


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20

Total powder content = 550 kg

Fly ash content = 20% by weight of powder

Weight of fly ash = 110 kg

Weight of cement = 440 kg

Weight of super plasticizer = 3% weight of powder

Weight of super plasticizer = 0.03 x 550 = 16.5 kg

Absolute volume of coarse aggregate = 30%

Weight of coarse aggregate = 0.3 x 2780 = 801 kg

Water content = 275 kg

Fine aggregate content balances the volume of other constituents.

Percentage of voids assumed = 2%

Weight of fine aggregate

= [1.0-0.02 (air)-(275/1000)-(440/3150)-(110/2000)-(801/2780)-(16.5/1260)]x2640

=520.67 kg

Density of fly ash = 2000 kg/m3

Density of cement = 3150 kg/m3

Density of super plasticizer = 1260 kg/m3

Density of coarse aggregate = 2780 kg/m3

Density of fine aggregate = 2640 kg/m3

Actual water content to be added = 275-0.6x16.5 = 189.2 kg

Solid content of super plasticizer = 16.5x0.4 = 6.6 kg

Total mass of concrete = 2196.17 kg

This method is also a volume based batching like okamuras method. In this method also the

strength of SCC mix cannot be determined from the mix design. To find the strength of the

SCC mixes made can be found out from the various tests done. This is the empirical method

that has been developed by EFNARC.

3.3 TRIAL MIXES

Based on all above mentioned methods and the criteria, following trial mixes are carried out.

For Self Compacting Rubberised Concrete (SCRC), rubber is added to the concrete be

replacement of sand by volume (5, 10 and 15% of sand volume).


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Table 3.2 Trial mixes done

Trials Cement

(kg/m3)

Fly ash

(kg/m3)

Coarse

aggregate

(kg/m3)

Fine

aggregate

(kg/m3)

Super

plasticizer

(kg/m3)

Water/

Powder

ratio

Water

(kg/m3)

Slump

flow

(mm)

Trial 1 516 97 785.18 724.34 18.4 .3 183.9 400

Trial 2 480 120 834 669 18 .35 189.2 450

Trial 3 484 97 785.2 724.3 7 .33 192 455

Trial 4 440 110 834 521 16.5 .5 275 550

Trial 5 634.5 115.5 701.6 1202.4 18.75 .45 334.25 570

SCC 420 130 740 1020 11 .4 168 690

Table 3.3 Final mix proportions of SCC

Particulars kg/m

Cement 420

Fly ash 130

Coarse aggregate 740

Fine aggregate 1020

Water 168

Super plasticizer (2% of powder) 11

3.3 SCHEDULE

Specimen Id Date of Casting Remarks

M1R5 6/1/2011 Sample containing 5% rubber

M1R10 13/1/2011 Sample containing 10% rubber

M1R15 18/1/2011 Sample containing1 5% rubber

M1R15N1 4/2/2011 Sample containing 15% rubber

and pretreated with 1M NaOH






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M1R15C1 22/2/2011 Sample containing 15% rubber

and pretreated with 1M

Ca(OH)2


and pretreated with 2MCa(OH)2


and pretreated with 3M

Ca(OH)2


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CHAPTER 4

.

4.1 TESTING OF SCC

The concrete specimens were demoulded and cured for a period of 28days,and the followingtests were performed .For hardened SCC, compressive strength test, elastic modulus test,

flexural strength test, split tensile strength tests were conducted.

4.1.1 Compressive strength test

This is the common test conducted on hardened concrete, partly because it is an easy test to

perform, and partly because most of the desirable characteristic properties of concrete are

qualitatively related to its compressive strength. This test is carried out on specimens cubical

or cylindrical in shape. The cube specimen is of the size15 x 15 x 15 cm. cylindrical test

specimens have a size equal to twice the diameter. This test was conducted as per IS -516-1959.Specimens were placed on the bearing surface of the UTM of capacity 300

tonnes,without eccentricity and uniform loading was applied till the failure of the cube .The

maximum strength was noted and the compressive strength was tabulated as shown in table.

Cube compressive strength (cc) in Mpa = Pf/As.


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4.1.2 Split tensile strength test

This test was conducted as per IS-5816-1970.the cylinders of smaller size 100mm radius and

200mm height were used.They were placed in an UTM with capacity 300 tonnes with

diameter horizontal.At the top and bottom two strips of wood were placed to avoid the

crushing of concrete speimens at the points where the bearing surface of the compression

testing machine and the concrete cylinder specimen meets .The maximum value was noted

down .the results are tabulated in table 5.2

The split tensile strength is (Tsp)=2Ps/(*d*l)

4.1.3 Flexural test

The value of modulus of rupture (extreme fibre stress in bending) depends on the dimensions

of the beam and the manner of loading. IS 516-1959 specifies two point loading. The

standard size of the specimen is 10x10x50 cm. The specimen was turned on its side with

respect to its position as moulded and centred on the bearing blocks.The beam was simply

supported over a span of 400mm and a two point loading system was adopted having an end

bearing of 50mm from each support.

Flexural strength=Pl/bd2


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4.1.4 Modulus of elasticity

Concrete is not really an elastic material, i.e. it does not fully recover its original dimensions

upon unloading. It is not only inelastic but also non linear. Hence, the conventional elastic

constants (modulus of elasticity and poissons ratio) are not strictly applicable to

concrete.The modulus of elasticity is experimentally determined by subjecting a cylinder

specimen to uniaxial compression (as per IS 516-1959) and measuring the deformations by

means of dial gauge fixed between certain gauge lengths.

4.2 Casting of specimens.

Casting was done on the scheduled dates.after casting,demoulding was performed after 24hr

duration.the specimens were then cured for a period of 28days and following which various

tests were performed.


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CHAPTER 5

RESULTS AND DISCUSSIONS

Compressive strength

Specimen IDM1R5 6/1

Dimensions of

Cube

(mm)

Duration (days) Compressive

Strength(N/mm2)

150*150*150 28 37.4

150*150*150 28 39.5

150*150*150 28 39.7

Average = 38.9 N/mm2

Specimen IDM1R10 13/1

Dimensions of

Cube

(mm)


Strength(N/mm2)

150*150*150 28 35.5

150*150*150 28 37.8

150*150*150 28 36.5


Specimen IDM1R15 18/1

Dimensions of

Cube

(mm)


Strength(N/mm2)

150*150*150 28 33.8

150*150*150 28 33.2

150*150*150 28 33.5



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Specimen IDM1R15N1

Dimensions of

Cube

(mm)


Strength(N/mm2)

150*150*150 28 34.5

150*150*150 28 34.2

150*150*150 28 33.7


Specimen IDM1R15N2

Dimensions of

Cube

(mm)


Strength(N/mm2)

150*150*150 28 36.6

150*150*150 28 36.9

150*150*150 28 37.3


Specimen IDM1R15N3

Dimensions of

Cube

(mm)


Strength(N/mm2)

150*150*150 28 37.1

150*150*150 28 36.8

150*150*150 28 37.3



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Specimen IDM1R15C1

Dimensions of

Cube

(mm)


Strength(N/mm2)

150*150*150 28 33.5

150*150*150 28 34.1

150*150*150 28 33.7


Specimen IDM1R15C2

Dimensions of

Cube

(mm)


Strength(N/mm2)

150*150*150 28 35.3

150*150*150 28 35.7

150*150*150 28 35.2


Specimen IDM1R15C3

Dimensions of

Cube

(mm)


Strength(N/mm2)

150*150*150 28 36.4

150*150*150 28 35.9

150*150*150 28 36.5



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SPLIT TENSILE STRENGTH

Specimen IDM1R5

Dimensions of

Cylinder (mm)

Duration (days) Split tensile

strength(N/mm2

)

150*300 28 3.734

150*300 28 3.710


Specimen IDM1R10

Dimensions of

Cylinder (mm)


strength(N/mm2)

150*300 28 3.629

150*300 28 3.681


Specimen IDM1R15

Dimensions of

Cylinder (mm)


strength(N/mm2)

150*300 28 3.489

150*300 28 3.372



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Specimen IDM1R15N1

Dimensions of

Cylinder (mm)


strength(N/mm2)

150*300 28 3.542

150*300 28 3.481

Average = 3. 51N/mm2

Specimen IDM1R15N2

Dimensions of

Cylinder (mm)


strength(N/mm2)

150*300 28 3.692

150*300 28 3.715


Specimen IDM1R15N3

Dimensions of

Cylinder (mm)


strength(N/mm2)

150*300 28 3.723

150*300 28 3.769

Average = 3. 74N/mm2


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31

Specimen IDM1R15C1

Dimensions of

Cylinder (mm)


strength(N/mm2)

150*300 28 3.513

150*300 28 3.467


Specimen IDM1R15C2

Dimensions ofCylinder (mm)

Duration (days) Split tensilestrength(N/mm2)

150*300 28 3.634

150*300 28 3. 541


Specimen IDM1R15C3

Dimensions of

Cylinder (mm)


strength(N/mm2)

150*300 28 3.683

150*300 28 3.17



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32

FLEXURAL STRENGTH

Specimen IDM1R5

Dimensions

Mm

Duration (days) Flexural

Strength(N/mm2

)

100*100*500 28 3.382

100*100*500 28 3.346

100*100*500 28 3.328


Specimen IDM1R10

Dimensions

Mm


Strength(N/mm2)

100*100*500 28 3.282

100*100*500 28 3.263

100*100*500 28 3.301


Specimen IDM1R15

Dimensions

Mm


Strength(N/mm2)

100*100*500 28 3.047

100*100*500 28 3.166

100*100*500 28 3.134


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Specimen IDM1R0N1

Dimensions

Mm


Strength(N/mm2

)

100*100*500 28 3.189

100*100*500 28 3.214

100*100*500 28 3.173


Specimen IDM1R0N2

Dimensions

MmDuration (days) Flexural

Strength(N/mm2)

100*100*500 28 3.349

100*100*500 28 3.347

100*100*500 28 3.336


Specimen IDM1R15N3

Dimensions

Mm


Strength(N/mm2)

100*100*500 28 3.383

100*100*500 28 3.376

100*100*500 28 3.353



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Specimen IDM1R15C1

Dimensions

Mm


Strength(N/mm2)

100*100*500 28 3.142

100*100*500 28 3.168

100*100*500 28 3.122


Specimen IDM1R15C2

Dimensions

Mm


Strength(N/mm2)

100*100*500 28 3.239

100*100*500 28 3.216

100*100*500 28 3.236


Specimen IDM1R15C3

Dimensions

Mm


Strength(N/mm2

)

100*100*500 28 3.296

100*100*500 28 3.314

100*100*500 28 3.290



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35

MODULUS OF ELASTICITY

Specimen Id- M1R0

sl no load displacem diameter area force stress strain

# tonnes mm mm mm2 N N/mm2 (Chng/Or

1 0 0 150 17671.44 0 0 0

2 1 0.01 150 17671.44 9810 0.555133 0.5

3 2 0.01 150 17671.44 19620 1.110266 0.5

4 4 0.03 150 17671.44 39240 2.220532 1.5

5 6 0.03 150 17671.44 58860 3.330797 1.5

6 8 0.04 150 17671.44 78480 4.441063 2

7 10 0.05 150 17671.44 98100 5.551329 2.5

8 14 0.08 150 17671.44 137340 7.771861 4

9 16 0.08 150 17671.44 156960 8.882127 4

10 18 0.09 150 17671.44 176580 9.992392 4.5

11 20 0.09 150 17671.44 196200 11.10266 4.5

12 21 0.1 150 17671.44 206010 11.65779 5

13 22 0.12 150 17671.44 215820 12.21292 6

14 24 0.13 150 17671.44 235440 13.32319 6.5

15 26 0.15 150 17671.44 255060 14.43346 7.5

16 28 0.17 150 17671.44 274680 15.54372 8.5

Modulus of Elasticity = 22,263 N/mm2

0

2

4

6

8

10

12

14

16

18

0 2 4 6 8 10

Stress(N/mm2)

Strain(*10^-4)

M1 R0

Strain


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36

Specimen Id M1R5

sl no load displacement diameter area force stress strain

# tonnes mm mm mm2 N N/mm2

1 0 0 150 17671.44 0 0 0

2 1 0.01 150 17671.4438 9810 0.55513291 0.53 2 0.02 150 17671.4438 19620 1.11026582 1

4 4 0.04 150 17671.4438 39240 2.22053164 2

5 6 0.05 150 17671.4438 58860 3.33079746 2.5

6 8 0.06 150 17671.4438 78480 4.44106328 3

7 10 0.07 150 17671.4438 98100 5.5513291 3.5

8 14 0.09 150 17671.4438 137340 7.77186075 4.5

9 16 0.1 150 17671.4438 156960 8.88212657 5

10 18 0.11 150 17671.4438 176580 9.99239239 5.5

11 20 0.11 150 17671.4438 196200 11.1026582 5.5

12 21 0.13 150 17671.4438 206010 11.6577911 6.5

13 22 0.14 150 17671.4438 215820 12.212924 714 24 0.16 150 17671.4438 235440 13.3231898 8

15 26 0.18 150 17671.4438 255060 14.4334557 9

16 28 0.19 150 17671.4438 274680 15.5437215 9.5


0 1 2 3 4 5 6 7 8 9

0

2

4

6

8

10

12

14

16

18

M1 R5

strain

Strain(*10^-4)

Stre

ss(N/mm2)


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37

Specimen Id M1R10



1 0 0 150 17671.44 0 0 0

2 1 0.01 150 17671.4438 9810 0.55513291 0.53 2 0.01 150 17671.4438 19620 1.11026582 0.5

4 4 0.03 150 17671.4438 39240 2.22053164 1.5

5 6 0.03 150 17671.4438 58860 3.33079746 1.5

6 8 0.05 150 17671.4438 78480 4.44106328 2.5

7 10 0.06 150 17671.4438 98100 5.5513291 3

8 14 0.075 150 17671.4438 137340 7.77186075 4

9 16 0.09 150 17671.4438 156960 8.88212657 4.5

10 18 0.1 150 17671.4438 176580 9.99239239 5

11 20 0.11 150 17671.4438 196200 11.1026582 5.5

12 21 0.12 150 17671.4438 206010 11.6577911 6

13 22 0.13 150 17671.4438 215820 12.212924 6.514 24 0.15 150 17671.4438 235440 13.3231898 7.5

15 26 0.17 150 17671.4438 255060 14.4334557 8


0 1 2 3 4 5 6 7 8 9

0

2

4

6

8

10

12

14

16

M1 R10

strain

Strain(*10^-4)

Stress(N/mm2)


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38

Specimen Id M1R15



1 0 0 150 17671.44 0 0 0

2 1 0.01 150 17671.4438 9810 0.55513291 0.53 2 0.02 150 17671.4438 19620 1.11026582 1

4 4 0.04 150 17671.4438 39240 2.22053164 2

5 6 0.05 150 17671.4438 58860 3.33079746 2.5

6 8 0.06 150 17671.4438 78480 4.44106328 3

7 10 0.07 150 17671.4438 98100 5.5513291 3.5

8 14 0.09 150 17671.4438 137340 7.77186075 4.5

9 16 0.09 150 17671.4438 156960 8.88212657 4.5

10 18 0.11 150 17671.4438 176580 9.99239239 5.5

11 20 0.12 150 17671.4438 196200 11.1026582 6

12 21 0.14 150 17671.4438 206010 11.6577911 7

13 22 0.15 150 17671.4438 215820 12.212924 7.5

14 24 0.17 150 17671.4438 235440 13.3231898 8.5

15 26 0.18 150 17671.4438 255060 14.4334557 9


0 1 2 3 4 5 6 7 8 9 10

0

2

4

6

8

10

12

14

16

M1 R15

strain

Strain(*10^-4)

Stress(N/mm2)


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39

Specimen Id M1R15N1



1 0 0 150 17671.44 0 0 0

2 1 0.01 150 17671.4438 9810 0.55513291 0.53 2 0.02 150 17671.4438 19620 1.11026582 1

4 4 0.04 150 17671.4438 39240 2.22053164 2

5 6 0.05 150 17671.4438 58860 3.33079746 2.5

6 8 0.06 150 17671.4438 78480 4.44106328 3

7 10 0.07 150 17671.4438 98100 5.5513291 3.5

8 14 0.09 150 17671.4438 137340 7.77186075 4.5

9 16 0.1 150 17671.4438 156960 8.88212657 5

10 18 0.11 150 17671.4438 176580 9.99239239 5.5

11 20 0.11 150 17671.4438 196200 11.1026582 5.5

12 21 0.13 150 17671.4438 206010 11.6577911 6.5

13 22 0.14 150 17671.4438 215820 12.212924 714 24 0.16 150 17671.4438 235440 13.3231898 8

15 26 0.18 150 17671.4438 255060 14.4334557 9

16 28 0.19 150 17671.4438 274680 15.5437215 9.5


0 1 2 3 4 5 6 7 8 9 10

0

2

4

6

8

10

12

14

16

18

M1 R15 N1

strain

Strain(*10^-4)

Stress(N/mm2)


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40

Specimen Id M1R15N2



1 0 0 150 17671.44 0 0 0

2 1 0.01 150 17671.4438 9810 0.55513291 0.53 2 0.01 150 17671.4438 19620 1.11026582 0.5

4 4 0.03 150 17671.4438 39240 2.22053164 1.5

5 6 0.04 150 17671.4438 58860 3.33079746 2

6 8 0.06 150 17671.4438 78480 4.44106328 3

7 10 0.07 150 17671.4438 98100 5.5513291 3.5

8 14 0.09 150 17671.4438 137340 7.77186075 4.5

9 16 0.09 150 17671.4438 156960 8.88212657 4.5

10 18 0.1 150 17671.4438 176580 9.99239239 5

11 20 0.1 150 17671.4438 196200 11.1026582 5

12 21 0.12 150 17671.4438 206010 11.6577911 6

13 22 0.13 150 17671.4438 215820 12.212924 6.514 24 0.14 150 17671.4438 235440 13.3231898 7

15 26 0.17 150 17671.4438 255060 14.4334557 8.5

16 28 0.18 150 17671.4438 274680 15.5437215 9


0 1 2 3 4 5 6 7 8 9 10

0

2

4

6

8

10

12

14

16

18

M1 R15 N2

strain

Strain(*10^-4)

Stress(N/m

m2)


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41

Specimen Id M1R15N3



1 0 0 150 17671.44 0 0 0

2 1 0.01 150 17671.4438 9810 0.55513291 0.5

3 2 0.01 150 17671.4438 19620 1.11026582 0.5

4 4 0.03 150 17671.4438 39240 2.22053164 1.5

5 6 0.04 150 17671.4438 58860 3.33079746 2

6 8 0.06 150 17671.4438 78480 4.44106328 3

7 10 0.07 150 17671.4438 98100 5.5513291 3.5

8 14 0.08 150 17671.4438 137340 7.77186075 4

9 16 0.09 150 17671.4438 156960 8.88212657 4.5

10 18 0.09 150 17671.4438 176580 9.99239239 4.5

11 20 0.1 150 17671.4438 196200 11.1026582 512 21 0.11 150 17671.4438 206010 11.6577911 5.5

13 22 0.12 150 17671.4438 215820 12.212924 6

14 24 0.13 150 17671.4438 235440 13.3231898 6.5

15 26 0.16 150 17671.4438 255060 14.4334557 8

16 28 0.17 150 17671.4438 274680 15.5437215 8.5


0 1 2 3 4 5 6 7 8 9

0

2

4

6

8

10

12

14

16

18

M1 R15 N3

strain

Strain(*10^-4)

Stress(N/mm2

)


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42

Specimen Id M1R15C1



1 0 0 150 17671.44 0 0 0

2 1 0.01 150 17671.4438 9810 0.55513291 0.53 2 0.02 150 17671.4438 19620 1.11026582 1

4 4 0.03 150 17671.4438 39240 2.22053164 2

5 6 0.04 150 17671.4438 58860 3.33079746 2.5

6 8 0.06 150 17671.4438 78480 4.44106328 3

7 10 0.07 150 17671.4438 98100 5.5513291 3.5

8 14 0.08 150 17671.4438 137340 7.77186075 4

9 16 0.08 150 17671.4438 156960 8.88212657 4

10 18 0.1 150 17671.4438 176580 9.99239239 5

11 20 0.11 150 17671.4438 196200 11.1026582 5.5

12 21 0.13 150 17671.4438 206010 11.6577911 6.5

13 22 0.15 150 17671.4438 215820 12.212924 7.514 24 0.16 150 17671.4438 235440 13.3231898 8

15 26 0.18 150 17671.4438 255060 14.4334557 9

16 28 0.19 150 17671.4438 274680 15.5437215 9.5


0 1 2 3 4 5 6 7 8 9 10

0

2

4

6

8

10

12

14

16

18

M1 R15 C1

strain

Strain(*10^-4)

Stress(N/mm2)


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43

Specimen Id M1R15C2



1 0 0 150 17671.44 0 0 0

2 1 0.01 150 17671.4438 9810 0.55513291 0.5

3 2 0.01 150 17671.4438 19620 1.11026582 0.5

4 4 0.02 150 17671.4438 39240 2.22053164 1

5 6 0.03 150 17671.4438 58860 3.33079746 1.5

6 8 0.04 150 17671.4438 78480 4.44106328 2

7 10 0.06 150 17671.4438 98100 5.5513291 3

8 14 0.07 150 17671.4438 137340 7.77186075 3.5

9 16 0.09 150 17671.4438 156960 8.88212657 4.5

10 18 0.1 150 17671.4438 176580 9.99239239 5

11 20 0.11 150 17671.4438 196200 11.1026582 5.512 21 0.12 150 17671.4438 206010 11.6577911 6

13 22 0.13 150 17671.4438 215820 12.212924 6.5

14 24 0.14 150 17671.4438 235440 13.3231898 7

15 26 0.15 150 17671.4438 255060 14.4334557 8

16 28 0.17 150 17671.4438 274680 15.5437215 9


0 1 2 3 4 5 6 7 8 9 10

0

2

4

6

8

10

12

14

16

18

M1 R15 C2

strain

Strain(*10^-4)

Stress(N/mm2)


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44

Specimen Id M1R15C3



1 0 0 150 17671.44 0 0 0

2 1 0.01 150 17671.4438 9810 0.55513291 0.5

3 2 0.01 150 17671.4438 19620 1.11026582 1

4 4 0.02 150 17671.4438 39240 2.22053164 1.5

5 6 0.03 150 17671.4438 58860 3.33079746 2

6 8 0.04 150 17671.4438 78480 4.44106328 2.5

7 10 0.06 150 17671.4438 98100 5.5513291 3.5

8 14 0.07 150 17671.4438 137340 7.77186075 4.5

9 16 0.09 150 17671.4438 156960 8.88212657 4.5

10 18 0.1 150 17671.4438 176580 9.99239239 5

11 20 0.11 150 17671.4438 196200 11.1026582 5.512 21 0.12 150 17671.4438 206010 11.6577911 6

13 22 0.13 150 17671.4438 215820 12.212924 6.5

14 24 0.14 150 17671.4438 235440 13.3231898 7

15 26 0.15 150 17671.4438 255060 14.4334557 8

16 28 0.17 150 17671.4438 274680 15.5437215 8.5


0 1 2 3 4 5 6 7 8 9

0

2

4

6

8

10

12

14

16

18

M1 R15 C3

strain

Strain(*10^-4)

Stress(N/mm2)


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45

CHAPTER 6

6. 1 RESULTS

Specimen ID Compression

(%)

Split tensile

(%)

Flexural

(%)

Modulus of

Elasticity(%)

M1R5 -5 -2.1 -1.4 -2.63

M1R10

-11 -3.94 -3.53 -3.7

M1R15* -18.3 -9.74 -8.53 -5.16

M1R15N1** +2 +2.33 +2.57 +0.56

M1R15N2**

+10.2 +7.87 +7.52 +2.59

M1R15N3**

+10.62 +9.03 +8.36 +3.31

M1R15C1 +0.776 +1.75 +0.96 +0.4

M1R15C2** +5.67 +4.37 +3.86 +1.46

M1R15C3**

+8.24 +6.41 +7.07 +2.37

*indicates reference as SCC M1R0

**indicates reference as SCRC M1R15

6.2. Conclusions

1) There is an observed difference with a decrease in compression values of rubberized

SCC with normal SCC.

2) There is an increase in the flexural, compressive properties of treated rubberized SCC

with respect to rubberized SCC.

3) There is a significant increase in the flexural properties of Treated rubberized SCC

with rubberized SCC with respect to the first and second values and a less significant

difference between the second and third values.

4) The E modulus initially decreases with more percentage of rubber substitutions but

increases when it is treated with sodium hydroxide etc.


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5) So utilization of pretreated rubber in SCC improves the overall mechanical properties

properties of normal rubberized SCC.

6.3 Future work

1) The fly ash content could be varied and the properties ascertained.

2) Silica fume and PVA can be added and the properties can be found out.

3) A detailed cost analysis can be done and the economical costs could be done but with a

bigger database.

4) Scanning Microscope can be used to determine the surface properties and provide more

clarity in the reasons behind the increase in the mechanical properties.

CHAPTER 7

7.0 REFERENCES

1) ACI American Concrete Institute-SP 233- Workability of SCC: Roles of Its

Constituents and Measurement Techniques.

2) Bignozzi, M C.and Sandrolini, F. (2005). Tyre rubber waste recycling in self

compacting concrete, Journal of Cement and Concrete Research, Vol. 1, October ,

pp. 735-739.

3) EFNARC, Specifications and Guidelines for Self-Compacting Concrete,

EFNARC,UK (www.efnarc.org), February 2002, pp. 1-32.

4) EN 12350-1: 1999 E, The European Guidelines for Self-Compacting Concrete

5) Neville, A.M., (1999). Properties of Concrete, Fourth Edition, Pearson Education

Limited.

6) Okamura, H. and Ouchi, M., (2003). Self-compacting concrete, Journal of

Advanced Concrete Technology, Vol. 1, No. 1, April, pp. 5-15.

7) Segre Nadia, Monteiro J M Paulo, and Sposito Garrisson.(2001). Surface

Characterization of Recycled Tire Rubber to Be Used in Cement Paste Matrix,

Journal of Cement and Concrete Research, Vol 1,April,pp 665-672.8) http://en.wikipedia.org/wiki/Self-compacting_concrete#Self-consolidating_concretes
http://en.wikipedia.org/wiki/Self-compacting_concrete#Self-consolidating_concreteshttp://en.wikipedia.org/wiki/Self-compacting_concrete#Self-consolidating_concreteshttp://en.wikipedia.org/wiki/Self-compacting_concrete#Self-consolidating_concretes


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experimental investigation of scrc - self compacting rubberised concrete

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