Chaitra 2016 batch REPORT

REPLACEMENT OF CEMENT BY POZZOLANIC MATERIAL AND SAND BY QUARRY DUST IN SCC.

CHAPTER 1

INTRODUCTION

1.1 General

Self-compacting concrete (SCC) was first developed in Japan in the late 1980‘s as a

concrete that can flow through congested reinforcing bars with elimination of compaction,

and without undergoing any significant segregation and bleeding. In recent times, this

concrete has gained wide use in many countries for different applications and structural

configurations. Adoption of SCC offers substantial benefits in enhancing construction

productivity, reducing overall cost, and improving work environment. It is used when there is

a shortage of labour, and also helps in achieving better surface finish. Such innovative

concrete requires high slump which can be achieved by the addition of super plasticizer. To

avoid segregation on superplasticizer addition, the sand content is increased by 4% to 5%.

When the volume of coarse aggregate in the concrete is excessive, the opportunity of contact

between coarse aggregate particles increases greatly, causing interlocking and the possibility

of blockage on passing through spaces between steel bars is also increased. Therefore, the

first point to be considered when designing SCC is to restrict the volume of the coarse

aggregate.

For any construction, concrete is one of the most commonly used construction

material in the world. It is the world’s most consumed construction material because it

combines good mechanical and durability properties, mould ability to any desired shape and

relatively inexpensive. It is basically composed of three components: cement, water and

aggregates. Cement plays a great role in the production of concrete and is the most expensive

of all other concrete making materials. In addition, there is environmental concern in the

production of cement. Due to this, requirements for more economical and environmental-

friendly cementing materials have extended interest in partial cement replacement materials.

Now days, with increasing demand and consumption of cement, researchers and scientist are

in search of developing alternate binders that are eco-friendly and contribute towards waste

management. Sugarcane Bagasse Ash was obtained by burning of sugarcane at 700 to 800°C

and the bagasse ash were then ground until the particles passing the 150 micron. when this

bagasse is burned under controlled conditions, it gives ash having amorphous silica, which

has pozzolanic properties therefore it is possible to use SCBA as a mineral admixture with

cement as replacement material to improve quality and reduce the cost of construction

materials in concrete.

DEPARTMENT OF CIVIL ENGINEERING, MCE, HASSAN Page 1


Concrete is an assemblage of cement, aggregate and water. The most commonly used

fine aggregate is sand derived from river banks. The global consumption of natural sand is

too high due to its extensive use in concrete. The demand for natural sand is quite high

in developing countries owing to rapid infrastructural growth which results supply

scarcity. Quarry dust has been used for different activities in the construction industry

such as road construction and manufacture of building materials such as light weight

aggregates, bricks, and tiles. Crushed rock aggregates are more suitable for production

of high strength concrete compared to natural gravel and sand. High percentage of dust

in the aggregate increases the fineness and the total surface area of aggregate particles. The

surface area is measured in terms of specific surface, i.e. the ratio of the total surface area of

all the particles to their volume.

1.2 Evolution of Self-compacting concrete

Self-compacting concrete is a flowing concrete mixture that is able to consolidate

under its own weight. The highly fluid nature of SCC makes it suitable for placing in difficult

conditions and in sections with congested reinforcement. Use of SCC can also help minimize

hearing-related damages on the worksite that are induced by vibration of concrete. Another

advantage of SCC is that the time required to place large sections is considerably reduced.

When the construction industry in Japan experienced a decline in the availability of

skilled labour in the 1980s, a need was felt for a concrete that could overcome the problems

of defective workmanship. This led to the development of self-compacting concrete,

primarily through the work by Okamura. A committee was formed to study the properties of

self-compacting concrete, including a fundamental investigation on workability of concrete,

which was carried out by Ozawa et al., at the University of Tokyo. The first usable version of

self-compacting concrete was completed in 1988 and was named “High Performance

Concrete”, and later proposed as “Self-Compacting High Performance Concrete”.

Since the development of SCC in Japan, many organizations across the world have

carried out research on properties of SCC. The Brite-Euram SCC project was set up to

promote the use of SCC in some of the European countries. A state-of-the-art report on SCC

was compiled by Skarendahl and Petersson summarizing the conclusions from the research

studies sponsored by the Brite-Euram project on SCC. A recent initiative in Europe is the



formation of the project – Testing SCC– involving a number of institutes in research studies

on various test methods for SCC. In addition, an organization with the participation from the

speciality concrete product industry – EFNARC– has developed specifications and guidelines

for the use of SCC that covers a number of topics, ranging from materials selection and

mixture design to the significance of testing methods.

1.3 Waste materials generally used in concrete

Fly ash, ground granulated blast-furnace slag, silica fume, and natural pozzolans, such

as calcined shale, calcined clay or metakaolin, are materials that when used in conjunction

with Portland or blended cement, contribute to the properties of the hardened concrete

through hydraulic or pozzolanic activity or both. A pozzolan is a siliceous or alumina-

siliceous material that, in finely divided form and in the presence of moisture, chemically

reacts with the calcium hydroxide released by the hydration of Portland cement to form

calcium silicate hydrate and other cementitious compounds.

1.3.1 Sugarcane bagasse ash: Sugar cane bagasse is an industrial waste which is used

worldwide as fuel in the same sugar-cane industry. The combustion yields ashes containing

high amounts of unburned matter, silicon and aluminium oxides as main components. These

sugar-cane bagasse ashes have been chemically, physically and mineralogical characterized,

in order to evaluate the possibility of their use as a cement-replacing material in the concrete

industry. For each 10 tonnes of sugarcane crushed, a sugar factory produces nearly 3 tonnes

of wet bagasse. The final product of the burning is of total sugarcane bagasse ash. The

chemical composition is given in Table 1.1.

Table 1.1 Chemical composition of SCBA

Sl. No. Chemical composition % by mass1 Silicon-di-oxide SiO2 65-75%2 Aluminium oxide Al2O3 4-8%3 Ferric oxide Fe2O3 3-6%4 Calcium oxide CaO 3-11%5 Magnesium oxide MgO 2-4%6 Sulphur trioxide SO3 1-3%7 Potassium oxide K2O 3-4%8 Loss on ignition LOI 0.5-4%



1.3.2 Current status of bagasse ash production in India: India is second largest Sugarcane

producer next to Brazil. In India there around 642 sugar industries, a typical sugar factory

while processing 100 tons of sugarcane produces 30 tons of bagasse of which 26 tons is used

as captive fuel and 4 tons remains surplus. Hence utilization of this waste product will help in

decreasing the environmental pollution. India produces about 300-340 million ton of

Sugarcane every year. Each ton Sugarcane produces 260kg of moisture Bagasse ash (130kg

of dry Bagasse ash). The figures of Bagasse coarse, Bagasse ash coarse and Bagasse ash fine

are shown in fig 1.1, 1.2 and 1.3 respectively.

Fig 1.1 Bagasse Coarse Fig 1.2 Bagasse ash coarse Fig 1.3 Bagasse ash Fine

1.3.3 Quarry dust or crusher dust: Quarry Dust can be defined as residue, tailing or other

non-voluble waste material after the extraction and processing of rocks to form fine particles

less than 4.75 mm. This product can be used for asphalt, substitute for sand, and filling

around pipes. Quarry dust can be an economic alternative to the river sand. Quarry dust has

been used for different activities in the construction industries such as road construction and

manufacture of building materials like light weight aggregates bricks and tiles. Crushed rock

aggregates are more suitable for production of high strength concrete compared to natural

gravel and sand. High percentage of dust in the aggregates increases the fineness and the total

surface area of aggregate particles. The surface area is measured in terms of specific surface,

i.e. the ratio of the total surface area of all the particles to their volume. The chemical

composition is given in Table 1.2 and the figure of quarry dust is shown in fig 1.4.



Table 1.2 Chemical properties of Quarry dust

Sl. No. Chemical composition % by mass

1 Silicon-di-oxide SiO2 62-65%

2 Aluminium oxide Al2O3 18-22%

3 Ferric oxide Fe2O3 6-9%

4 Calcium oxide CaO 4-7%

5 Magnesium oxide MgO 2-5%

6 Titanium oxide TiO2 1-3%

7 Potassium oxide K2O 3-5%

8 Loss on ignition LOI 0-4%

9 Sodium-di-oxide Na2O 0.1-0.3%

Fig 1.4 Quarry dust

1.4 Application of Self-compacting concrete

The use of self-compacting concrete in actual structures has gradually increased. The

main reasons for the employment of self-compacting concrete can be summarized as follows:

(1) To shorten construction period.

(2) To assure compaction in the structure: especially in confined zones where vibrating

compaction is difficult.

(3) To eliminate noise due to vibration: effective especially at concrete products plants.



Self-compacting concrete produces resistance to segregation by using mineral fillers

or fines, and using special admixtures. Self-consolidating concrete is required to flow and fill

special forms under its own weight, it shall be flow able enough to pass through highly

reinforced areas, and must be able to avoid aggregate segregation.

Self-compacting concrete with a similar water cement or cement binder ratio will

usually have a slightly higher strength compared with traditional vibrated concrete, due to the

lack of vibration giving an improved interface between the aggregate and hardened paste. The

concrete mix of SCC must be placed at a relatively higher velocity than that of regular

concrete. Self-compacting concrete has been placed from heights taller than 5 meters without

aggregate segregation. It can also be used in areas with normal and congested reinforcement,

with aggregates as large as 2 inches.

1.4.1 Self-Compacting Concrete Benefits

Using self-compacting concrete produce several benefits and advantages over regular

concrete. Some of those benefits are:

Improved constructability.

Labour reduction.

Bond to reinforcing steel.

Improved structural Integrity.

Reduces skilled labour.

Reduced equipment wear.

Minimizes voids on highly reinforced areas.

Produces superior surface finishes.

Superior strength and durability.

Fast placement without vibration or mechanical consolidation.

Lowering noise levels produced by mechanical vibrators.

Produces a uniform surface.

Allows for innovative architectural features.

Produces a wider variety of placement techniques.



1.4.2 Factors Affecting Self-Compacting Concrete

Using self-compacting concrete must not be used indiscriminately. These factors can affect

the behaviour and performance of self-compacting concrete:

Hot weather.

Long haul distances can reduce flow ability of self-compacting concrete.

Delays on jobsite could affect the concrete mix design performance.

Job site water addition to Self-Compacting Concrete may not always yield the expected

increase in flow ability and could cause stability problems.

1.4.3 Self-Compacting Concrete Special Considerations

Self-compacting concrete can have benefits and will shorten your construction time. However

special attention should be focus on:

Full capacity mixer of self-compacting concrete might not be feasible due to potential

spillage along the road, producing environmental and contamination hazards.

Formwork should be designed to withstand fluid concrete pressure that will be higher

than regular concrete.

Self-Consolidating Concrete may have to be placed in lifts in taller elements.

Production of SCC requires more experience and care than the conventional vibrated concrete.

1.5 Organization of the report

The report includes the following sections:

Chapter 2 Discusses about the objective of this project.

Chapter 3 A brief overview of the past works done on the properties of Self-compacting

concrete.

Chapter 4 Discusses in detail about the characterization of the materials, like properties of

cement, coarse aggregate, fine aggregate, bagasse ash, quarry dust, water and chemical

admixtures.

Chapter 5 Explains about the Self-compacting concrete and its fresh properties are slump

flow, T50, J-ring, V-funnel, T5 min and hardened state properties are compressive

strength and split tensile strength.



Chapter 6 Highlights the experimental work done in this project like trials of mix design,

suitable mix design selection, mixing of concrete, casting of cubes and cylinders and

testing of fresh and hardened properties of concrete.

Chapter 7 Describes test results and discussion for various mix proportion and

comparison of compressive strength and split tensile test results with conventional Self-

compacting concrete.

Chapter 8 Includes conclusions made on suitability of Self-compacting concrete for

various replacements of bagasse ash and quarry dust.

Chapter 9 Scope for future study tells about study on durability of Self-compacting

concrete



CHAPTER 2

OBJECTIVE OF PRESENT STUDY

2.1 Introduction

The present study has the various applications in the field of civil engineering. The strength

of concrete highly depends on the materials used in the concrete so that a slight variation in

the materials used will vary the strength of the concrete.

The major objective of the present study is:

To determine the effect of bagasse ash as partial replacement for cement and quarry dust

as partial replacement for river sand on the properties of self-compacting concrete in fresh

state (filling ability, passing ability and segregation resistance).

To determine the effect of bagasse ash as partial replacement for cement and quarry dust

as partial replacement for river sand on the properties of self-compacting concrete in

hardened state (compressive strength and tensile strength).



CHAPTER 3

LITERATURE REVIEW

3.1 Introduction

Self-compacting concrete was first developed in 1988, so that durability of concrete

structures can be improved. Since then, various investigations have been carried out and the

concrete has been used in practical structures in Japan, mainly by large construction

companies. For several years beginning in 1983, the problem of the durability of concrete

structures was a major topic of interest in Japan. To make durable concrete structures,

sufficient compaction by skilled workers is required. However, the gradual reduction in the

number of skilled workers in Japan's construction industry has led to a similar reduction in

the quality of construction work. One solution for the achievement of durable concrete

structures independent of the quality of construction work is the employment of self-

compacting concrete, which can be compacted into every corner of a formwork, purely by

means of its own weight and without the need for vibrating compaction.

SCC was developed from the existing technology used for high workability and

underwater concretes, where additional cohesiveness is required. The first research

publications that looked into the principles required for SCC were from Japan around 1989 to

1991. These studies concentrated upon high performance and super-workable concretes and

their fresh properties such as filling capacity, flow ability and resistance to segregation. The

first significant publication in which ‘modern’ SCC was identified is thought to be a paper

from the University of Tokyo by Ozawa et al. in 1992. The term ‘self-compacting concrete’

is not used within the paper, although a high performance concrete was produced which

possessed all the essential properties of a self-compacting concrete mix.

In the following few years many research papers were published on concretes such as

super-workable, self-consolidating, highly workable, self-place able and highly-fluidised

concretes, all of which had similar properties to what we now know as SCC. These were

mainly papers on work into the mix design of what would become ‘SCC’ and its associated

fresh properties. In 1993, research papers were beginning to be published of case studies on

the use of these early forms of ‘SCC’ in actual applications. One of the first published

references utilising the term ‘self-compacting’ was in Japan in 1995. After the development



of this prototype SCC, intensive research began in many places in Japan, especially within

the research institutes of large construction companies, and as a result, SCC has now been

used in many practical applications.

Present day self-compacting concrete is seen as an advanced construction material. As

the name itself suggests, it does not require any vibration to get compacted. This offers many

advantages and benefits over the conventional concrete like improved quality of concrete,

faster construction time, lower overall cost, reduction of onsite repairs and many others. Most

importantly improvement of health and safety is achieved through elimination of handling of

vibrators and a substantial reduction of environmental noise in and around a site.

The high fluidity of the self-compacting concrete can be achieved in two ways. One

way is increasing the content of fine particles. Hence we can increase the cement content to

get fluidity but it involves lot of adverse effects like heat of hydration, cracks etc. therefore

the use of pozzolonic materials like bagasse ash, fly ash, GGBS, silica fumes, rice husk ash,

metakaolin etc. can be used as a partial substitute for cement so that adverse effect can be

minimized and the fluidity can also be achieved. The other way of achieving high fluidity is

by using a viscosity modifying agent that modifies properties of concrete.

3.2 Paper Thesis

H.S.Narasimhan. et.al. (2014)

Construction of durable concrete requires skilled labour for placing and compacting

concrete. Further durability of concrete structures mainly depends on the quality of concrete

and the quality of construction worker. Self-compacting concrete is an innovative concrete

that does not require vibration for placing and compaction. Rice husk ash has been used as a

highly reactive pozzolanic material to improve the microstructure of the interfacial transition

zone between the cement paste and the aggregate in self-compacting concrete. The trial mix

developed to satisfies the fresh concrete properties as per EFNARC guidelines in the present

work.

The main aim is to determine the effect of combination of rice husk ash and bagasse

ash as partial substitute of cement on the properties of self-compacting concrete in fresh state

and hardened state. In their study, the results show that the rice husk ash and bagasse ash can

be successfully used in place of other mineral admixtures to develop SCC. The fresh concrete

properties are determined from slump flow, T50 time flow test, J-ring test, V-funnel flow



time test, L-box test. The mechanical properties and durability characteristics such as

compressive strength, Split tensile test, Acid attack test and rapid Corrosion test are

determined to evaluate the performance of SCC. The combined effect of rice husk ash and

bagasse on self-compacting concrete is a mild decrease in the compressive strength of SCC

when replacements are considered with time. Hence it could be adopted as effective

replacement of normal SCC. It is considered as environmental friendly concrete as ashes and

quarry dust are efficiently utilized avoiding land pollution.

Shravya HM, et. al., (2014)

In this study Rice husk ash (RHA) and sugarcane bagasse ash (SCBA) has been used

as a highly reactive pozzolanic material to improve the microstructure of the concrete mix.

They have also replaced fine aggregate by 30% of quarry dust. Their aim was to determine

the effect of combination of RHA and bagasse ash as partial substitute of cement on the

properties of self-compacting concrete in fresh state and hardened state. In the study, the

fresh concrete properties are determined from slump flow, T50 time flow test, J-ring test, V-

funnel flow time test, L-box test. The mechanical properties and durability characteristics

such as compressive strength, Split tensile test, Acid attack test, and Rapid Corrosion test are

determined to evaluate the performance of SCC. Cement was replaced with up to 20% of

RHA and SCBA. The results obtained were as follows:

The combined effect of RHA and BA on SCC is poor compared to SCC with RHA.

Only a mild decrease in the compressive strength of SCC when replacements are considered

with time. Hence it could be adopted as effective replacement of normal SCC. Water content

increased with increase in percentage of replacement. The higher water requirement is due to

the presence of quarry dust which absorbs water. The increased water/powder ratio is

probably one of the factors for decreased strength of SCC investigated. The percentage

weight loss of control mix is more when compared to SCC with replacements. It is

considered as environmental friendly concrete as ashes and quarry dust are efficiently utilized

avoiding land pollution. Properties of fresh and hardened self-compacting concrete should be

established in the laboratory before their use in the field. Even though the initial cost of the

self-compacting concrete is comparatively higher than the conventional concrete, considering

the long service of the structure, labour cost, and cost due to the vibration required, benefit

cost ratio is very much in favour in case of self-compacting concrete.



Raut. et. al., (2015)

This paper presents the use of sugarcane bagasse ash (SCBA) as a pozzolanic material

for producing high-strength concrete. The utilization of industrial and agricultural waste

produced by industrial processes has been the focus on waste reduction. Ordinary Portland

cement (OPC) is partially replaced with finely sugarcane bagasse ash. In these research

physical characteristics, chemical characteristics were investigated and compared with

cement. The concrete mixtures, in part, are replaced with 0%, 10%, 15%, 20%, 25% and 30%

of bagasse ash respectively. In addition, the compressive strength, the flexural strength, the

split tensile tests were determined. The bagasse ash was sieved through No. 600 sieve. The

mix design used for making the concrete specimens was based on previous research work

from literature. The water / cement ratios varied from 0.44 to 0.63. The tests were performed

at 7, 28, 56 and 90 days of age in order to evaluate the effects of the addition SCBA on the

concrete. The test result indicate that the strength of concrete increase up to 15% SCBA

replacement with cement. The maximum compressive strength obtained in M25 grade

concrete is at 15% SCBA replacement for 7, 28, 56 and 90 days curing while in case of M35

grade concrete it is at 10% for 7 and 56 days curing. The result shows that the addition of

SCBA improves the compressive strength up to 20% addition of SCBA after that no

considerable improvement is observed. The maximum flexural strength obtained is at 15%

SCBA replacement in both M25 and M35grade of concrete for 28 days curing. The

maximum split tensile strength obtained is at 10% SCBA replacement in M25 and in case of

M35 it is at 10% SCBA replacement for 28 days curing.

Amir Juma et. al., (2012)

The objectives of this research were to make a useful effect of Rice husk Ash (RHA)

and Sugar cane bagasse ash (SCBA) incorporated in self-compaction concrete in order to

increase in strength and a better bonding between aggregate and cement paste. The mix

design used for making the concrete specimens was based on previous research work from

literature. The water – cement ratios varied from 0.3 to 0.75 while the rest of the components

were kept the same, except the chemical admixtures, which were adjusted for obtaining the

self-compact ability of the concrete. All SCC mixtures exhibited greater values in

compressive strength after being tested; the compressive strength was around 40% greater. In

addition, the SCC had a good rheological properties as per the requirements from European

standards from economical point of view the pozzolanic replacements were cheap and

sustainable.



In the experiments cement was replaced with 0%, 2.5%, 5% of both blended mixture

of rice husk ash and sugar cane bagasse ash. This was possible due to the use of mineral and

chemical admixtures, which usually improve the bonding between aggregate and cement

paste, thus increasing the strength of concrete. The compressive strength tends to be less at

the early stage but increases at later stage meaning the usage of RHA and SCBA can be used

into practice. The RHA and SCBA content were in the range of 0 to 5% by weight of cement

to achieve the SCC mixtures with the desired level of properties and durability. A coarse

aggregate content less than 35% of concrete volume is s used in this design method to

enhance the flowing ability and segregation resistance of concrete. Due to the use of chemical

and mineral admixtures, self-compacting concrete has shown smaller interface micro cracks

than normal concrete, fact which led to a better bonding between aggregate and cement paste

and to an increase in compressive strength.

Mahavir Singh Rawat (2015)

In this study he investigated the effect on the fresh and harden mechanical properties

of self-compacted concrete, when OPC is partially replaced by 10 % of Sugarcane Bagasse

Ash (SCBA). Experimental test are performed with different locally available material to

check the quality of SCC. Conplast SP430-SRV obtained from Fosroc chemicals were used

in present experiment.

The fresh concrete properties (filling ability and passing ability) and harden

mechanical properties (compressive strength and split tensile strength) were obtained by

conducting respective tests as per Indian Standards. The average of three samples was used as

representative strength. On the basis of experimental results it may also conclude that with

increasing the percentage of Sugarcane Bagasse Ash the fresh and harden properties of

concrete get affected.

Thirumalai Raja Krishnasamy. et. al., (2014)

In this paper an experimental research was done to check the effect of bagasse ash and

rice husk ash on self-compacting concrete by replacing cement with rice husk ash and

bagasse ash. PPC was used for the study. The super plasticizer used in this study was ‘The

Master Glenium SKY 8760’ high performance super plasticizer (Polycarboxylic ether), based

on BASF. The replacements were made up to 20% of RHA and SCBA by weight of cement.

The fresh concrete tests such as slump test, V-funnel test, J-ring test, L-box test and U-box

test were conducted. Hardened concrete tests like compressive strength and split tensile test



were also conducted. The results obtained were the physical and chemical composition of the

Bagasse Ash and Rice Husk Ash is essentially responsible for the later hydration process.

Their fineness and specific surface area coverage are highly suitable for the workability of

concrete. Positive results were obtained by subjecting these recommended concrete mixes to

additional compressive strength tests, flexural strength tests, tensile strength tests, and

durability tests.

3.3 Scope of the study at a glance

CONCRETE

CHAPTER 4

CHARACTERISTICS OF MATERIALS


FRESH CONCRETE

HARDENED CONCRETE

SEGREGATIONRESISTANCE (V-funnel T5

min)


4.1 Introduction

The study about properties of the materials which are to be used in this investigation

is most important and they are included in this portion of the report. The materials used are

broadly classified under three categories as follows, the cementing materials, fine aggregates,

coarse aggregates, chemical admixtures and water. The test were conducted to know the

properties of materials as follows, specific gravity, water absorption, fineness, bulk density,

initial setting time, final setting time, consistency, soundness, moisture content etc. depending

on the materials.

4.2 Materials utilized

The present investigation was done by utilizing the materials such as cement, fine

aggregate (river sand), coarse aggregate (jelly), bagasse ash, quarry dust, admixture (sika

viscocrete) and water.

4.2.1 Cement: Cement is a binder, a substance used in construction that sets and hardens and

can bind other materials together. The most important types of cement are used as a

component in the production of mortar in masonry, and of concrete- which is a combination

of cement and an aggregate to form a strong building material.

There is a variety of cement available in the market and each type is used under

certain conditions due to its special properties. Some of them are Ordinary Portland Cement

(OPC), Portland-Pozzolana Cement (PPC), Rapid Hardening Portland Cement, High alumina

cement, Super sulphate cement, High Strength Portland Cement and Low Heat Cement etc.

The cement used in this investigation was Portland-Pozzolana Cement (PPC). It conformed to

the requirements of Indian Standard Specification IS: 1489-1991. PPC consisting mostly of

calcium silicates, obtained by heating to incipient fusion, a predetermined and homogeneous

mixture of materials principally containing lime (CaO) and silica (SiO2) with a smaller

proportion of alumina (Al2O3) and Iron oxide (Fe2O3). The results are given in the Table 4.1.

Microstructure of cement is shown in Figure 4.1. Microstructure of the cement is shown in

fig 4.1.

Table 4.1 Physical properties of PPC

Sl. No.

Physical Properties Results Obtained

Requirement as perIS: 1489-1991



1 Fineness (retained on 90 µM sieve) (%) 2.98% 10% maximum

2 Normal Consistency (%) 28% -3 Specific Gravity 3.1 3.1-3.154 Vicat time of setting(minutes)

a)Initial setting timeb)Final setting time

75265

30 minimum600 maximum

5 Soundness (mm) 3mm 10mm maximum6 Compressive Strength for 28 days (MPa) 37.52 33 minimum

Fig 4.1 Microstructure of cement

4.2.2 Coarse aggregates: The materials which improve the volumetric quantity of the

concrete at a great range are the coarse aggregate. All these properties may have a

considerable effect on the quality of concrete in fresh and hardened state. The size criteria of

the coarse aggregates should be, primarily they should retain on 4.75mm IS sieve. The size of

the aggregates generally used was 16mm and down at, 10% of 16mm retained, 50% of

12.5mm retained and 40% of 4.75mm retained. The physical properties of coarse aggregates

are tested as per IS 2386-part III. The physical properties of materials are given in Table 4.2.

The particle gradations of coarse aggregates are given in Table 4.3.

Table 4.2 Physical properties of coarse aggregates

Sl. No. Physical Properties Results Obtained Requirements as perIS: 383-1970



1 Specific Gravity 2.66 2.60-2.802 Fineness modulus 6.93 6.0-8.03 Surface Moisture 0.065%4 Water Absorption Capacity 0.125% <0.60%5 Bulk Density

a)Dense Stateb)Loose State

1.535 g/cm3

1.39 g/cm3

Table 4.3 Test results of sieve analysis of coarse aggregates

Sl. N0. I.S Sieve size in mm

Percentage Passing

Percentage passing for single aggregate of nominal size 20mm as

per IS: 383-1970

Remark

1 25 93.78 In the supplied sample of CA, percentage passing are single sized aggregate of nominal size slightly larger than 20mm as per IS: 383-1970

2 20 61.36 85-1003 16 26.224 12.5 8.25 10 1.98 0-206 6.3 0.287 4.75 0 0-58 Pan -

4.2.3 Fine aggregates: Fine aggregates plays a major role in concrete that they mix with

cement, water to form mortar and settles around the coarse aggregates to form the bonding

between the coarse aggregates. As per IS: 383-1970 the aggregates which passes the 4.75 mm

IS sieve and retained on 150 micron IS sieve is called as the fine aggregates or the sand. The

material between 0.06mm and 0.002mm is known as silt. Still smaller particle is termed as

clay. Generally in this investigation river sand is used as a fine aggregate and which is

partially replaced by quarry dust. The properties of fine aggregate are determined by

conducting tests as per IS: 2386 part III and the results are as follows. The physical properties

of materials are given in Table 4.4. The particle gradations of fine aggregates are given in

Table 4.5.

Table 4.4 Physical properties of fine aggregates

Sl. No. Physical Properties Results Obtained Requirements as per



IS: 383-19701 Specific Gravity 2.53 2.60-2.702 Fineness modulus 2.816 2.2-3.23 Surface Moisture 0.6% <2%4 Water Absorption Capacity 1.75% <2%5 Bulk Density


1.75 g/cm3

1.68 g/cm3

Table 4.5 Grading of river sand

Sl. No.

I.S Sieve size in mm

% of Passing Zone- II% Passing as per

IS: 383-1970

Remark

1 10 100 100 In the supplied sample of FA,

percentage passing

aggregates fall under Zone-II as per IS: 383-1970.

2 4.75 98.55 90-1003 2.36 90.95 75-1004 1.18 66.25 55-905 0.60 49.9 35-596 0.30 10.8 8-307 0.15 1.95 0-108 Pan 0 -

0.1 1 100

20

40

60

80

100

120

1.95

fine aggregate particle size distribution curve

seive size in mm

% o

f pas

sing

Fig 4.2 Fine aggregate particle size distribution curve

4.2.4 Water: Water is the most important ingredient of the concrete. Water is used both in

the pre hardening state i.e. the fresh state as an ingredient as well as in the post hardening



state for the curing of concrete. Water is the chemical partner of the concrete which actively

take part in the chemical reactions with the cement to form the binding material. It has been

estimated that on an average of water by weight of cement is required for chemical reaction

in cement compounds. Portable water free from injurious salts was used for mixing and

curing of concrete.

4.2.5 Sugarcane bagasse ash: Sugarcane bagasse ash is the waste material obtained in the

sugar mills after burning the sugarcane bagasse in the boilers for the production of energy.

This ash is one of the pozzolanic materials which has the cementations properties and hence

used in this present study as a partial replacement of cement. The sugarcane bagasse ash used

in this study is from the Mosale Hosalli village near Holenarasipur. The ash obtained was

coarser and it was put to the ball mill to convert them into fine particles of size most likely to

the cement particles.

4.2.6 Quarry dust: Quarry dust is also a waste material which is obtained during the

crushing of large rocks into small aggregates for construction. During the crushing process

the particles that are crushed to very small size less than 4.75mm are termed as the dust

which is a waste product which has the physical properties and some chemical properties

similar to that of river sand. Hence it is used as the partial replacement to river sand in

various proportions. In this present study it is used 0%, 50% and 100% of replacement of

sand by weight. The quarry dust used in the present study is obtained from the nearest crusher

unit. The physical properties of material are given in the Table 4.6.

Table 4.6 Physical properties of Quarry Dust

Sl. No. Physical Properties Results Obtained1 Specific Gravity 2.72 Fineness Modulus 3.083 Surface Moisture 0.6%4 Water Absorption Capacity 1.52%5 Bulk density


1.69 g/cc1.5 g/cc

4.2.7 Chemical admixture: Chemical admixtures are the key ingredients added to the

concrete which alters the fresh properties of the fresh properties of the concrete. They alter

the properties like workability, flow ability, viscosity and water reduction. Based on their



purpose of usage they are classified as accelerators, retarders, water reducing agents and

super plasticizers or viscosity modifying agents. The admixture used in this project is the

Sika viscocrete from Sika India Pvt. Ltd. Bangalore which is one of the viscosity modifying

agents. This admixture is added to increase the workability and flow of the concrete and to

obtain the Self-Compacting property in concrete.

CHAPTER 5

SELF COMPACTING CONCRETE



5.1Preview:

Self-compacting concrete is a type of concrete which does not require any vibration

for placing and compacting. As the name itself says it compacts by its own and it is able to

flow under its own weight filling the formwork completely and achieving full compaction,

even in the presence of dense reinforcement. Self-compacting concrete is also known as self-

levelling concrete or self-consolidating concrete.

5.2 Significance of self-compacting concrete:

In more congested reinforced members vibrators cannot be used because they

consume more time and there will be delay in the work which may cause increase in the cost.

Under water constructions will be easier. Increased output when used in combination with a

super plasticizer to give optional pumping pressure. Reduced water due to lubrication effect

of the admixture used. Prevent blockages by allowing the concrete to remain fluid,

homogeneous and resistant to segregation, even under high pumping pressure. Assist pump

restart by preventing segregation in static line.

5.3 Properties of fresh self-compacting concrete:

The main characteristics of self-compacting concrete are the properties in fresh state.

Self-compacting concrete mix design is focused on the ability to flow under its own weight

without any external vibration, the ability to flow through heavily congested reinforcement

under its own weight and the ability to obtain homogeneity without segregation of

aggregates.

5.3.1 Filling ability:

The ability of self-compacting concrete to flow into and fill completely all the spaces

within the formwork, under its own weight is called filling ability. It is also called flow

ability of the concrete.

5.3.2 Passing ability:



The ability of self-compacting concrete to flow through tight openings such as spaces

between steel reinforcement bars without segregation and blocking is called as the passing

ability of self-compacting concrete. It is also called as confined flow ability.

5.3.3 Segregation resistance:

Segregation resistance or stability is defined as the ability of self-compacting concrete

to remain homogeneous in composition while in the fresh state.

5.3.4 Workability:

A measure of the ease by which fresh concrete can be placed and compacted. It is also

a complex combination of aspects of fluidity, cohesiveness, transportability, compact ability

and stickiness.

5.4 Different test methods of fresh self-compacting concrete:

Many different methods for conducting the tests are developed in attempts to

characterize the properties of self-compacting concrete. So far no single method or

combination of methods have achieved universal approval. Similarly no single method has

been found that characterizes all the relevant workability aspects, so each mix design should

be tested by more than one test method for the different workability parameters.

Table 5.1: List of test methods for workability properties of self-compacting concrete.

Sl. No Method Property1 Slump flow by Abrams cone Filling ability2 T50 cm slump flow Filling ability3 J-ring Passing ability4 V-funnel Filling ability5 V-funnel at T5 minutes Segregation resistance6 L-box Passing ability7 U-box Passing ability8 Fill-box Passing ability9 GTM screen stability test Segregation resistance10 Orimet Filling ability

For the initial mix design of SCC all the three workability parameters are to be

assessed to ensure that the aspects are fulfilled. For the site quality to control, the two test



methods are generally sufficient to monitor production quality. Typical combinations are

slump flow test and V-funnel test or slump flow test and J-ring test. With consistent raw

material quality a single test method operated by a trained and experienced technician may be

sufficient.

Some of the tests conducted can be explained as below,

5.4.1 Slump flow test and T50 cm slump flow test:

The aim of the slump flow test is to investigate the filling ability of self-compacting

concrete. It means two parameters are investigated, flow spread and the flow time i.e.T50

which is optional. The former indicates the free unrestricted deformability and the latter

indicates the rate of deformation within a defined flow distance. Slump flow test apparatus

are shown in fig 5.1.

Fig 5.1 Slump flow test apparatus

Apparatus used are: Mould is the shape of truncated cone with the internal dimensions of

200mm diameter at the base, 100mm diameter at the top and height of 300mm confirming to

EN 12350-1 (EFNARC 2002).

Base plate of a stuff non-absorbing material, at least 700mm square, marked with a

circle marking at the central location for the slump cone and further concentric circle of

500mm diameter. Trowel, scoop, ruler and stop watch (optional)

Procedure of the test:



About 6 litre of self-compacting concrete is needed to perform the test. Moisten the

base plate and inside of the slump cone. Place the base plate on level stable ground and the

slump cone centrally on the base plate and hold down the cone firmly. Fill the cone with the

scoop, do not tamp, and simply strike off the concrete level with the top of the cone with the

trowel. Remove the surplus concrete from around the base of the cone. Raise the cone

vertically and allow the concrete to flow out freely. Simultaneously, start the stopwatch and

record the time taken for the concrete to reach the 500mm spread circle and that will be the

T50 time. Measure the final diameter of the concrete in two perpendicular directions.

Calculate the average of the two measured diameters and that will be the slump flow in mm.

Note any border of the mortar or cement paste without coarse aggregate at the edge of the

pool of concrete.

Interpretation of the test results:

The higher slump flow value, the higher is the ability to fill formwork under its own weight.

A least value of at least 600mm is required for SCC. The slump flow T50 time is a

secondary indication of flow. A lower time indicates greater flow ability. The Brite-EuRam

research suggested that a time of 3-7 seconds is acceptable for civil engineering applications

and 2-5 seconds for housing applications. In case of severe segregation most coarse

aggregates will remain in the centre of the pool of concrete and mortar and cement paste at

the centre periphery. In case of minor segregation a border of mortar without coarse

aggregate can occur at the edge of the pool of concrete. If none of these phenomena appear it

is no assurance that segregation will not occur since this is a time accept that can occur after a

longer period.

5.4.2 J-ring test: This test helps us to investigate both the filling ability and the passing

ability of self-compacting concrete. It can also be used to investigate the resistance of SCC to

segregation by comparing test results from two different portions of sample. The J-ring test

measures three parameters such as flow spread, flow time T50J (optional) and blocking step.

The J-ring flow spread indicates the restricted deformability of SCC due to blocking effect of

reinforcement bars and the flow time T50J indicates the rate of deformation within a defined

flow distance.

Apparatus used are: Mould, without foot pieces, in the shape of truncated cone with the

internal diameter 200mm at the base, 100mm diameter at the top and a height of 300mm.



Base plate of a stiff non absorbing material at least 700mm square, marked with a

circle showing the central location of the slump cone and a further concentric circle of

500mm diameter., trowel, scoop, ruler, J-ring, a rectangular section (30mm*25mm) open

steel ring, drilled vertically with holes can be screwed threaded sections of reinforcement bar

(length 100mm, diameter 10mm and spacing 48+/-2mm). J-ring test apparatus are shown in

fig 5.2.

Fig 5.2 J-ring test apparatus

Procedure:

About 6 litres of concrete is needed to perform the test, sampled normally. Moisten

the base plate and inside of slump cone. Place the base plate on level stable ground. Place the

J-ring centrally on the base plate and the slump cone centrally inside it and hold down firmly.

Fill the cone with the scoop. Do not tamp, simply strike off the concrete level the top of the

cone with the trowel. Remove any surplus concrete from around the base of the cone. Raise

the cone vertically upward and allow the concrete to flow out freely. Measure the final

diameter of the concrete in two perpendicular directions and calculate the average of the two

diameters measured (in mm). Measure the difference in height between the concrete just

inside the bars and that outside the bars. Calculate the average of the difference in height at

four locations (in mm). Note any border of mortar or cement paste without coarse aggregate

at the edge of the poor of concrete. The J-ring flow time T50 is the period between the



moment the cone leaves the base plate and SCC first touches the circle of diameter 500mm.

T50 is expressed in seconds.

5.4.3 V-funnel and V-funnel at T5 minutes test:

The V-funnel flow time is the period a defined volume of self-compacting concrete

needs to pass a narrow opening and gives an indication of the filling ability of SCC provided

that blocking and segregation do not takes place. The flow time of the V-funnel test is to

some extent related to the plastic viscosity.

Apparatus used: V-funnel, bucket, trowel, scoop, stopwatch. V-funnel test apparatus are

shown in fig 5.3.

Fig 5.3 V-funnel test apparatus

Procedure:

Place the cleaned V-funnel vertically on the stable and flat ground with the top

opening horizontally positioned. Wet the interior of the funnel with the moist sponge or

trowel and remove the surplus of water. Close the gate and place a bucket under it in order to

retain the concrete to be passed. Fill the funnel completely with a sample of SCC without

applying any compaction or rodding. Remove any surplus of concrete from the top of the

funnel. Open the gate after a waiting period of (10+/-2) seconds. Start the stopwatch at the

same moment the gate opens. Look inside the funnel and stop the time at the time when the



funnel gets empty. The stopwatch reading is recorded as the V-funnel time. The V-funnel

time is the period from releasing the gate until the funnel becomes empty and is expressed in

seconds.

This test measures the case of flow of the concrete, a shorter flow time indicates the

greater flow ability. For SCC a flow time of 10 seconds is considered appropriate. The

inverted cone shape restricts flow and prolonged flow time may give some indication of the

susceptibility of the mix to blocking. After 5 minutes of setting, segregation of concrete will

show a less continuous flow with an increase in flow time.

5.5 Properties of hardened self-compacting concrete:

The basic materials used in SCC mixes are practically the same as those used in the

conventional HPC, vibrated concrete except they are mixed in different proportions and the

addition of special admixtures to meet the certain specifications for self-compacting concrete.

Laboratory and field tests have demonstrated that the self-compacting concrete hardened

properties are indeed similar to that of HPC. Table shows some of the structural properties of

self-compacting concrete.

Table 5.2: Structural properties of self-compacting concrete.

Item Range

Water-binder ratio (%) 25 to 40

Air content (%) 4.5 to 6.0

Compressive strength(age: 28 days)(Mpa) 40 to 80

Compressive strength(age:91 days)(Mpa) 55 to 100

Split tensile strength (age: 28 days)(Mpa) 2.4 to 4.8

Elastic modulus(Gpa) 30 to 36

Shrinkage strain(*10-6) 600 to 800



5.5.1 Compressive strength: Self-compacting concrete compressive strength are comparable

to those of conventional vibrated concrete made with similar mix proportions and

water/cement ratio. There is no difficulty in producing self-compacting concrete with

compressive strength up to 60Mpa.

5.5.2 Tensile strength: Tensile strength is based on the indirect splitting test on cylinders.

For self-compacting concrete, the tensile strength are the ratios of tensile and compressive

strengths are in the same order of magnitude as that of conventional concrete.

5.6 Requirements for constituent materials:

The constituent materials, used for the production of self-compacting concrete shall

generally relate with the requirements of EN 206. The materials shall be suitable for the

intended use in concrete and not contain any harmful materials in such quantities that may be

detrimental to the quality or the durability of the concrete or cause corrosion of the

reinforcement.



CHAPTER 6

EXPERIMENTAL WORK

6.1 Introduction

The experimental program is carried out in the following four different phases, the

first phase is the material testing in which all the material properties for all ingredients of

concrete are investigated, second phase is mixing and casting of the samples, in which the

mix proportion of concrete satisfying fresh state requirements is find out, cement and sand

are partially replaced and then the casting and curing of samples is done, third phase is testing

of samples, in which the cured samples are tested for determining compressive strength and

split tensile strength, fourth phase of experiment is results and discussion, which includes

comparison of results obtained for concrete cubes and cylinders with and without Bagasse

ash and Quarry dust.

6.2 Material testing

The material properties for all ingredients of concrete are already mentioned in

section 4.2.

6.2.1 Mix proportion

One grade of concrete mixes M30 having characteristic strength of 30MPa is

examined. In the absence of any codal recommendation available for designing Self-

Compacting Concrete, the mixture proportioning was carried out by using guidelines given

by EFNARC 2005. Self-Compacting Concrete is largely affected by the characteristics of

materials and the mix-proportion. The mix design selection and adjustments can be made

according to the procedure as shown in 6.1. The coarse aggregate and fine aggregate contents

are fixed so that self-compatibility can be achieved easily adjusting the water powder ratio

and viscosity-modifying agent only. The following indicative typical ranges of proportion

and quantities are given by the EFNARC, water/powder content by volume 0.8 to 1.10, total

powder content 400-600 kg/m3, coarse aggregate content 28 to 35% by volume, water content

<200kg/m3, sand content balances the volume of the other constituents, adjusting the

viscosity modified agent.



One control mixture (M0% dust) was designed approximately keeping in mind some of

the basic concepts. Then we decided the mix proportion based on slump flow test, T50cm

slump flow test and J-ring test. Over target strength 38.25N/mm2, to arrive the target strength

we arrive at a mix proportion of 1:2.0:1.6 with w/c ratio= 0.44, we have used an admixture

named Sika Viscocrete to get better flow ability. From all trials finally we arrived at an

admixture dosage of 0.9% by weight of binding material. Table 6.2 shows the quantities of

materials required per cubic meter of concrete for various trial mix proportion.

Set required performance

Select materials

Adjust and design mix

Verify or adjust performance in laboratory

Not ok

Verify performance in concrete plant or at a site

Fig 6.1 Mix design selection


Evaluate alternative materials


Sl.

No.

Proportion Ceme

nt

(kg)

Fine

aggregate

(kg)

Coarse

aggregate

(kg)

W/C

Ratio

Admixt

ure (%)

Slump

flow

(mm)

Remarks

1 1:2.0:1.8 2.92 5.840 5.256 0.43 0.8 470 Poor flow

2 1:2.0:1.8 2.92 5.840 5.256 0.44 0.8 490 Poor flow

3 1:2.0:1.8 2.92 5.840 5.256 0.45 0.8 520 Poor flow

4 1:2.0:1.8 2.92 5.840 5.256 0.45 0.9 560 Segregation

5 1:2.1:1.7 2.92 6.132 4.964 0.43 0.8 480 Poor flow

6 1:2.1:1.7 2.92 6.132 4.964 0.44 0.8 500 Poor flow

7 1:2.1:1.7 2.92 6.132 4.964 0.45 0.8 530 Poor flow

8 1:2.1:1.7 2.92 6.132 4.964 0.45 0.9 560 Segregation

9 1:2.2:1.6 2.92 6.424 4.672 0.43 0.8 490 Poor flow

10 1:2.2:1.6 2.92 6.424 4.672 0.44 0.8 510 Poor flow

11 1:2.2:1.6 2.92 6.424 4.672 0.45 0.8 520 Poor flow

12 1:2.2:1.6 2.92 6.424 4.672 0.45 0.9 570 Insufficient flow

13 1:2.15:1.45 3.00 6.450 4.350 0.43 0.9 500 Poor flow

14 1:2.15:1.45 3.00 6.450 4.350 0.44 0.9 530 Poor flow





19 1:2.1:1.60 3.00 6.300 4.800 0.45 0.9 590 Flow

20 1:2.1:1.60 3.00 6.300 4.800 0.45 1.0 610 Flow



23 1:2.0:1.60 3.00 6.00 4.80 0.44 0.9 630 Sufficient flow

24 1:2.0:1.60 3.00 6.00 4.80 0.45 0.9 650 Bleeding

Table 6.1 Trials of Mix Design



Table 6.2 Quantities of Materials

Replacement of Bagasse

ash

Replacement of Quarry

dust

Cement(kg/m3)

Bagasse ash

(kg/m3)

Fine aggregate

(kg/m3)

Quarry dust

(kg/m3)

Coarse aggregate

(kg/m3)

W/C rati

o

Admixture

0% 0% 450 0 900 0 720 0.44 0.9%10% 0% 405 45 900 0 720 0.44 0.9%

50% 405 45 450 450 720 0.44 0.9%100% 405 45 0 900 720 0.45 0.9%

20% 0% 360 90 900 0 720 0.45 0.9%50% 360 90 450 450 720 0.45 0.9%100% 360 90 0 900 720 0.46 0.9%

30% 0% 315 135 900 0 720 0.46 0.9%50% 315 135 450 450 720 0.46 0.9%100% 315 135 0 900 720 0.47 0.9%

6.2.2 Mixing: The required amount of all dry materials such as coarse aggregate, fine

aggregate (sand and quarry dust), cement and bagasse ash is weighed and placed in the

concrete mixer or in a tray. It is mixed dry for one minute to get a uniform dry mix.

Admixture is added in to the water and then stirred with stirrer and allow some time, to have

reaction between water and admixture. The mixture of water and admixture is then added to

the dry mix and then the materials are mixed properly to obtain a homogeneous concrete mix.

The mixing time should not exceed five minutes. After proper mixing, the fresh concrete is

tested for its workability, which is measured using flow ability test.

6.2.3 Casting: To determine the compressive strength, standard steel cube moulds of

150mm*150mm*150mm were used for casting purpose. The standard steel moulds of

150mm diameter and 300mm height are used for casting purpose in order to determine the

split tensile strength. The specimens are not compacted since it is self-compacting concrete,

without vibration the concrete is allowed to settle by itself. The details of test samples are as

given in Table 6.3.



Table 6.3 Details of test samples

Compressive test samples

Sl. No. Types of mix Sample size Total number of samples

7 days 14 days 28 days 56 days1 MB00Q00

150mm*150mm

*150mm

3 3 3 3

2 MB10Q00 3 3 3 33 MB10Q50 3 3 3 34 MB10Q100 3 3 3 35 MB20Q00 3 3 3 36 MB20Q50 3 3 3 37 MB20Q100 3 3 3 3

8 MB30Q00 3 3 3 39 MB30Q50 3 3 3 310 MB30Q100 3 3 3 3

Split tensile test samples

Sl. No. Types of mix Sample size Total number of samples

150mm Diameter and

300mm Height

28 days 56 days1 MB00Q00 2 22 MB10Q00 2 23 MB10Q50 2 24 MB10Q100 2 25 MB20Q00 2 26 MB20Q50 2 27 MB20Q100 2 28 MB30Q00 2 29 MB30Q50 2 210 MB30Q100 2 2

6.2.4 Curing: In case of SCC it is always true that it extends the setting time to unavoidable

circumstances of two days due to addition of admixture during mixing. Curing helps in

protection of concrete for last specified period of time after placement to provide moisture for

hydration of the cement, to provide proper temperature and to protect the concrete from

damage by loading or mechanical disturbance.

The necessity for curing arises from the fact that hydration of cement takes place only

in water filled capillaries. For this reason, a loss of water by evaporation from the capillaries



must be prevented. The concrete starts attaining its strength, immediately after setting

completed and the strength continues to increase along with the time.

6.3 Testing of fresh concrete

Fresh concrete is a freshly mixed material, which can be moulded into any shape. The

workability of concrete is nothing but its consistency. The factors affecting the workability

are water content, size and shape of aggregate, mix proportion, grading of aggregate and use

of mineral and chemical admixture.

List of test methods for workability properties of SCC is mentioned in section 5.4. The

acceptance criteria for self-compacting concrete are as given in Table 6.4.

Table 6.4: Acceptance criteria for Self-Compacting Concrete

Sl. No. Method Unit Typical range of valuesMinimum Maximum

1 Slump flow by Abrams cone mm 650 8002 T50cm slump flow sec 2 53 J-ring mm 0 104 V-funnel sec 6 125 V-funnel at T5 minutes sec 0 36 L-box mm 0.8 1.07 U-box mm 0 308 Fill box % 90 1009 GTM screen stability test % 0 1510 Orimet sec 0 5

6.4 Testing of Hardened Concrete

Testing of hardened concrete plays an important role in controlling and confirming

the quality of cement concrete works. The test methods should be simple, direct and

convenient to apply. Tests are made by casting cubes or cylinder from the representative

concrete or cores cut from the actual 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.



6.4.1 Compressive Strength: Generally the compressive strength test is carried out on

specimens cubical or cylindrical or also sometimes prisms. The cube specimen is of the size

150mm*150mm*150mm. sometimes if the largest nominal size of the aggregate does not

exceed 20mm, 100mm size cubes may also be used as an alternative. The compressive

strength was computed by using the expression given below.

Compressive strength, fc = Load / Area of the cube = P/ (b*b)

Where, fc = compressive strength in MPa.

P = the maximum applied load in N.

b = width of the cube specimen in mm.

6.4.2 Split Tensile Strength: The split tensile strength test is carried out on cylindrical

specimens of diameter 150mm and height 300mm. The cylindrical specimen is tested in the

Universal Testing Machine as shown in Fig 5.3. The split tensile strength is computed by

using the expression given below.

Split Tensile Strength ft = 2*P/ (π*D*L)

Where, P is the compressive load at failure in N.

D is the diameter of the specimen in mm.

L is the length of the cylinder in mm.

ft is the split tensile strength in N/mm2.



CHAPTER 7

TEST RESULTS AND DISCUSSIONS

7.1 Effect of Bagasse ash and Quarry dust on fresh properties of Self-Compacting

Concrete

The main characteristics of Self-Compacting Concrete are the properties in fresh state.

Self-Compacting Concrete mix design is focused on the ability to flow under its own weight

without vibration, the ability to flow through heavily congested reinforcement under its own

weight, and the ability to obtain homogeneity without segregation of aggregates etc. and all

these properties are discussed in section 5.3.

7.1.1 Effect of Bagasse ash and Quarry dust on filling ability of SCC: The filling ability

was tested by slump flow test and T50cm slump flow test. The Table 7.1 gives the results of

slump flow test and Table 7.2 gives the results of T50cm slump flow test.

Table 7.1 Results of slump flow test

w/c ratio Bagasse ash and Quarry dust in %

Mix Proportion Slump Flow value in mm

Remark

0.44 MB00Q00

1:2.0:1.6

640For SCC minimum slump flow of 600+/-50mm is required as per EFNARC

0.44 MB10Q00 6300.44 MB10Q50 6200.45 MB10Q100 6200.45 MB20Q00 6150.45 MB20Q50 6100.46 MB20Q100 6000.46 MB30Q00 5950.46 MB30Q50 5900.47 MB30Q100 585



Table 7.2 Results of T50 slump flow test

w/c ratio

Bagasse ash and Quarry dust in %

Mix Proportion

Time taken to reach 50cm

diameter in sec

Remark

0.44 MB00Q00

1:2.0:1.6

5

For SCC flow time is between 3-5 seconds as per EFNARC requirement.


It is observed from both Slump flow v/s percentage of replacement and T50cm slump flow

time v/s percentage values shows that the filling ability of the SCC decreases with the

increase in the percentage of replacement of cement by Bagasse ash and sand by Quarry dust.

Because higher the water requirement was due to the presence of quarry dust which absorbs

water. But the values obtained are within the limits specified by EFNARC. Hence cement can

be successfully replaced by Bagasse ash in SCC up to 30% and sand can be successfully

replaced by Quarry dust in SCC up to 100%.

7.1.2 Effect of Bagasse ash and Quarry dust on passing ability of SCC: The passing

ability was tested by J-ring test. Table 7.3 gives the results of J-ring test.

Table 7.3 Results of J-ring Test

w/c ratio


Mix Proportion

Difference of depth in mm

Remark

0.44 MB00Q00

1:2.0:1.6

6For SCC minimum difference in depth is 10mm as per EFNARC requirement.




In the same way, from the results of J-ring test, also it is observed that the passing

ability of SCC decreases with the increase in the percentage of replacement of cement by

Bagasse ash and Quarry dust. This may be due to the Bagasse ash used in our project is less

fine than cement. But the values obtained are within the limits specified by EFNARC. Hence

cement can be successfully replaced by Bagasse ash in SCC up to 30% and sand can be

successfully replaced by Quarry dust in SCC up to 100%.

7.1.3 Effect of Bagasse ash and Quarry dust on passing ability of SCC: The passing

ability and segregation resistance was tested by V-funnel and T5min respectively.

Table 7.4 Results of V-funnel and T5min

w/c ratio


Mix Proportion

V-funnel in sec

V-funnel T5min in sec

Remark

0.44 MB00Q00

1:2.0:1.6

7 9 For SCC time for V-

funnel is 6 to 12 sec so

results are as per EFNARC requirement.

0.44 MB10Q00 7 90.44 MB10Q50 8 100.45 MB10Q100 8 100.45 MB20Q00 8 100.45 MB20Q50 9 110.46 MB20Q100 9 110.46 MB30Q00 9 110.46 MB30Q50 10 120.47 MB30Q100 10 12

In the same way, from the test results of V-funnel and T5min test, also it is observed

that the passing ability and segregation resistance of SCC decreases with the increase in the

percentage of replacement of cement by Bagasse ash and Quarry dust. But the values

obtained are within the limits specified by EFNARC. Hence cement can be successfully

replaced by Bagasse ash in SCC up to 30% and sand can be successfully replaced by Quarry

dust in SCC up to 100%.

Table 7.5 Density variation of SCC



Mix proportion Fresh concrete (kg/m3) 28 day (kg/m3) 56 day (kg/m3)

MB00Q00 2260.03 2334.22 2476.32

MB10Q00 2218.13 2308.61 2442.57

MB10Q50 2259.06 2358.79 2453.21

MB10Q100 2300.00 2382.74 2470.42

MB20Q00 2176.21 2380.48 2409.51

MB20Q50 2217.15 2398.52 2428.53

MB20Q100 2258.90 2409.95 2446.72

MB30Q00 2134.30 2250.62 2382.93

MB30Q50 2175.20 2286.97 2397.73

MB30Q100 2216.10 2306.65 2402.93

It is observed from the above table that the density of concrete decreases with the

increase in percentage of replacement of cement by bagasse ash and increases with increase

in percentage of replacement of sand by quarry dust. This is because of the lower density and

specific gravity of bagasse ash i.e., lesser than the specific gravity of cement. Also the density

of quarry dust is more than that of sand.

7.2 Effect of Bagasse ash and Quarry dust on Hardened properties of Self-Compacting

Concrete

The compressive strength and split tensile strength was tested for hardened concrete

after 7 day, 14 day, 28 day and 56 day of curing in water. The variation of compressive

strength and split tensile strength with respect to replacement of Bagasse ash and Quarry dust

at the age is shown in Table and represented in the Graph.

7.2.1 Effect of Bagasse ash and Quarry dust on compressive strength of Self-

Compacting Concrete: The compressive strength was tested for hardened concrete after 7

day, 14 day, 28 day and 56 day of curing in water. To determine the compressive strength of

concrete is very important, because the compressive strength shows concrete quality. This

strength will help us to arrive the optimal proportion for replacement. The variation of



compressive strength with respect to replacement of Bagasse ash and Quarry dust at the age

is shown in Table 7.6.

Table 7.6 Compressive Strength test results

Sl. No. Mix Design Compressive Strength in MPa

7 day 14 day 28 day 56 day1 MB00Q00 32.13 36.77 43.33 49.112 MB10Q00 28.88 32.16 39.78 43.113 MB10Q50 26.11 30.13 39.33 42.224 MB10Q100 25.31 28.44 35.99 39.555 MB20Q00 25.66 29.53 38.44 41.886 MB20Q50 23.28 27.64 37.78 39.337 MB20Q100 22.75 25.39 32.71 35.338 MB30Q00 24.35 28.88 34.14 37.229 MB30Q50 20.53 24.88 32.10 35.6710 MB30Q100 19.95 21.6 28.04 32.89

MB00Q00

MB10Q00

MB10Q50

MB10Q100

MB20Q00

MB20Q50

MB20Q100

MB30Q00

MB30Q50

MB30Q1000

10

20

30

40

50

60

Compressive Strength

7 day 14 day 28 day 56 day

% replacement

Com

pres

sive

stre

ngth

in M

pa

Fig 7.1 Comparison of compressive strength of different percentage of replacement with age



0% 10% 20% 30%0

10

20

30

40

50

60

Compressive Strength for 0% replacement of quarry dust


% replacement of Bagasse ash

Com

pres

sive

Stre

ngth

in M

pa

Fig 7.2 Variation of compressive strength with 0% replacement of Quarry dust

0% 10% 20% 30%0

10

20

30

40

50

60




Com

pres

sive

Stre

ngth

in M

pa




0% 10% 20% 30%0

10

20

30

40

50

60




Com

pres

sive

Stre

ngth

in M

pa


0% 50% 100%0

5

10

15

20

25

30

35

40

45

50

Compressive Strength for 10% replacement of Bagasse ash


% replacement of Quarry dust

Com

pres

sive

Stre

ngth

in M

pa

Fig 7.5 Variation of compressive strength with 10% replacement of Bagasse ash



0% 50% 100%0

5

10

15

20

25

30

35

40

45




Com

pres

sive

Stre

ngth

in M

pa


0% 50% 100%0

5

10

15

20

25

30

35

40




Com

pres

sive

Stre

ngth

in M

pa




Here it is observed that as the percentage of Bagasse ash increases, compressive

strength of the concrete decreases only to certain extent, but with percentage increase of

quarry dust compressive strength of concrete decreases. From the table it has been seen that

the strength at 7 day decreases as the percentage of bagasse ash is increased and also with

increased percentage of quarry dust compressive strength decreases. From the above graph it

can be seen that the compressive strength for individual replacement is increasing from 7 day

to 28 day but the compressive strength is decreasing from 0% replacement to 30%

replacement of bagasse ash and also decreases from 0% to 100% replacement of quarry dust.

But for 10% and 20% replacement of bagasse ash with 0% and 50% replacement of quarry

dust target strength is obtained. The significant increase in strength of concrete is due to

pozzolanic reaction of bagasse ash. The compressive strength was strongly affected by water-

cement ratio. The higher water requirement was due to the presence of quarry dust which

absorbs water.

7.2.2 Effect of Bagasse ash and Quarry dust on Tensile strength of Self-Compacting

Concrete: The split tensile strength was tested for hardened concrete after 28 day and 56 day

of curing in water. And also all these properties are discussed in section 5.5. The variation of

tensile strength with respect to replacement of bagasse ash and quarry dust at the age is

shown in Table and represented in Graph.

Table 7.7 Split Tensile strength Results

Sl. No. Mix Design Split Tensile strength in MPa28 day 56 day

1 MB00Q00 3.36 3.962 MB10Q00 2.84 3.253 MB10Q50 2.65 2.974 MB10Q100 2.53 2.895 MB20Q00 2.68 2.946 MB20Q50 2.52 2.827 MB20Q100 2.20 2.538 MB30Q00 2.42 2.799 MB30Q50 2.12 2.5110 MB30Q100 1.89 2.16



MB00Q00

MB10Q00

MB10Q50

MB10Q100

MB20Q00

MB20Q50

MB20Q100

MB30Q00

MB30Q50

MB30Q1000

0.5

1

1.5

2

2.5

3

3.5

4

4.5Split Tensile Strength

28 day 56 day

% replacement

Split

Ten

sile

Stre

ngth

in M

pa

Fig 7.14 Comparison of tensile strength of different percentage of replacement with age

0% 10% 20% 30%0

0.5

1

1.5

2

2.5

3

3.5

4

4.5

Split Tensile Strength for 0% replacement of Quarry dust

28 day 56 day


Split

Ten

sile

Stre

ngth

in M

pa

Fig 7.15 Variation of split tensile strength with 0% replacement of Quarry dust



0% 10% 20% 30%0

0.5

1

1.5

2

2.5

3

3.5

4

4.5

Split Tensile Strength for 50% replacement of Quarry dust

28 day 56 day


Split

Ten

sile

Stre

ngth

in M

pa


0% 10% 20% 30%0

0.5

1

1.5

2

2.5

3

3.5

4

4.5Split Tensile Strength for 100%replacement of Quarry dust

28 day 56 day


Split

Ten

sile

Stre

ngth

in M

pa




0% 50% 100%0

0.5

1

1.5

2

2.5

3

3.5

Split Tensile Strength for 10% replacement of Bagasse ash

28 day 56 day


Split

Ten

sile

Stre

ngth

in M

pa

Fig 7.18 Variation of split tensile strength with 10% replacement of Bagasse ash

0% 50% 100%0

0.5

1

1.5

2

2.5

3

3.5


28 day 56 day


Split

Ten

sile

Stre

ngth

in M

pa




0% 50% 100%0

0.5

1

1.5

2

2.5

3


28 day 56 day


Split

Ten

sile

Stre

ngth

in M

pa


Here it is observed that as the percentage of bagasse ash and quarry dust increases,

tensile strength of concrete decreases to a certain extent. From the table it has been seen that

the strength at 28 days decreases as the percentage of bagasse ash and quarry dust is

increased. From the tensile strength test results it is also observed that there is decrease in

strength of 56 day when percentage of bagasse ash added is between 10% to 30% and quarry

dust from 0% to 100%. From the above graph it can be seen that the tensile strength for

individual replacement is increasing from 28day to 56 day but the tensile strength is

decreasing from 0% replacement to 100% replacement of quarry dust with marginal value.

The increase in strength from 7 day to 56 day. The significant increase in strength of concrete

is due to pozzolanic reaction of bagasse ash. The strength was strongly affected by water-

cement ratio. The higher water requirement was due to the presence of quarry dust which

absorbs water.



CHAPTER 8

CONCLUSIONS

Self-compacting concrete is made from the materials, which are same as that used in

producing the conventional concrete with some additional admixtures. Though

understanding of role played by each materials of SCC is necessary.

It is considered as environmental friendly concrete as ashes and quarry dust are efficiently

utilized avoiding land pollution.

From the compressive strength test conducted it is seen that there reached a target

strength in compressive strength of SCC when 10% and 20% replacement of cement by

Bagasse ash and 50% replacement of sand by Quarry dust after 28 day of curing. Hence it

could be adopted as effective replacement percentage.

Even though the initial cost of SCC is comparatively higher than the conventional

concrete, considering the long service of the structure labour cost and cost due to

vibration required is very much favour in case of SCC.

Use of right quality bagasse ash results in reduction of water demand for desired slump

flow. With the reduction of unit water content bleeding and drying shrinkage will also be

reduced, but with increase in percentage of quarry dust water-cement ratio increases.

Quarry dust can be effectively used as replacement of sand up to 50%. Economically also

quarry dust proves to be better replacement for sand.

Vibrated concrete in congested locations may cause some risk to labour in addition to

noise stress. There are always doubts about strength and durability placed in such

locations. So it is worthwhile to eliminate vibration in practice, if possible.

CHAPTER 9



SCOPE FOR FUTURE STUDY RELATED TO THE PROJECT

To study the behaviour of fresh concrete properties by using other methods when

replacement of cement is done by bagasse ash and sand by quarry dust, such as L-box

test, U-box test, Filler box test, Screen stability test and Orimet test for finding filling

ability, passing ability and segregation resistance.

To study the behaviour of hardened concrete when cement is replaced by bagasse ash

and sand by quarry dust, such as flexural strength.

To find Durability of self-compacting concrete also tests on acid attack.

To study the behaviour of self-compacting concrete when partial replacement of

coarse aggregate with recycled aggregate can be carried out.



REFERENCES1. Mahavir singh rawat , Self-compacting concrete made with partial replacement of

cement by sugarcane bagasse ash, SSRG International journal of civil

engineering(SSRG-IJCE) EFES April 2015.

2. Thirumala raja krishnasamy, murtipalanisamy, Experimental Investigation on bagasse

ash and rice husk ash as cement replacement in self-compacting

concrete.Dol:10.14256/JCE.1114.2014.

3. Concrete technology by M.S.Shetty, fifth revised edition 2002, published by S. Chand

and company ltd.

4. EFNARC, specification and guidelines for self-compacting concrete, Feb 2002.

5. H.S.Narashimhan , Dr.karisiddappa , Ramegowda.M., Experimental Studies on Self

Compacting Concrete by Partial Replacement of Sand by quarry dust, Cement by

Rice Husk and Bagasse Ash. International Journal of Engineering Science Invention

ISSN (Online): 2319 – 6734, ISSN (Print): 2319 – 6726 www.ijesi.org Volume 3

Issue 9 ǁ September 2014 ǁ PP.24-31

6. Incorporating European standards for testing self-compacting concrete in Indian

conditions published in International Journal of Recent Trends in Engineering, Vol. 1,

No.6, May 2009.

7. IS 4031:1996, Methods of physical tests for hydraulic cement.

8. IS 1727:1967, Methods of test for pozzolanic materials.

9. IS 1489:1991, Portland pozzolana cement-specifications.

10. IS 3812:1981, Specification for use as pozzolana and admixture.

11. IS 383:1970, Specification for coarse and fine aggregates from natural sources for

concrete.

12. IS 2386(part 2):1963, Methods of tests for aggregates for concrete: Part 2 Particle size

and shape.

13. IS 2386(Part 3):1963, Methods of test for aggregates for concrete: Part 3 specific

gravity, density, voids, absorption and bulking.

14. IS 2386(Part 4):1963, Methods of test for aggregates for concrete: Part 4 mechanical

properties.

15. IS 516:1959, Indian code for method of tests for concrete.

16. Amir Juma, Md. Shahbaz Haider, D.V.A.K. Prakash, structural engineering and

research interests lie in the field of self-compacting concrete, 2013.


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