Chaitra 2016 batch REPORT

REPLACEMENT OF CEMENT BY POZZOLANIC MATERIAL AND SAND BY QUARRY DUST IN SCC.
DEPARTMENT OF CIVIL ENGINEERING, MCE, HASSAN Page 1
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.

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 mass
1 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 300-340million 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
4.1 Introduction
SELF-COMPATCING CONCRETE
FILLING ABILITY
(Slump flow test,
T50 Slump flow test)
PASSING
ABILITY (J-
ring test, V-
funnel test)
COMPRESSIVE
STRENGTH
TENSILE
STRENGTH
FRESH
CONCRETE
HARDENED
CONCRETE
SEGREGATION
RESISTANCE
(V-funnel T5
min)

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 per
IS: 1489-1991
1 Fineness (retained on 90 µM sieve) (%) 2.98% 10% maximum

2 Normal Consistency (%) 28% -
3 Specific Gravity 3.1 3.1-3.15
4 Vicat time of setting(minutes)
a)Initial setting time
b)Final setting time
75
265
30 minimum
600 maximum
5 Soundness (mm) 3mm 10mm maximum
6 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 per
IS: 383-1970

2 Fineness modulus 6.93 6.0-8.0
3 Surface Moisture 0.065%
4 Water Absorption Capacity 0.125% <0.60%
5 Bulk Density
a)Dense State
b)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 85-100
3 16 26.22
4 12.5 8.2
5 10 1.98 0-20
6 6.3 0.28
7 4.75 0 0-5
8 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: 383-1970

2 Fineness modulus 2.816 2.2-3.2
3 Surface Moisture 0.6% <2%
4 Water Absorption Capacity 1.75% <2%
5 Bulk Density
a)Dense State
b)Loose State
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 90-100
3 2.36 90.95 75-100
4 1.18 66.25 55-90
5 0.60 49.9 35-59
6 0.30 10.8 8-30
7 0.15 1.95 0-10
8 Pan 0 -
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
0.15, 1.950
20
40
60
80
100
120
0.1371742 0.3703704 1 2.7 7.29 19.683
%ofpassing
seive size in mm
fine aggregate particle size distribution
curve

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 Obtained
1 Specific Gravity 2.7
2 Fineness Modulus 3.08
3 Surface Moisture 0.6%
4 Water Absorption Capacity 1.52%
5 Bulk density
a)Dense State
b)Loose State
1.69 g/cc
1.5 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 Property
1 Slump flow by Abrams cone Filling ability
2 T50 cm slump flow Filling ability
3 J-ring Passing ability
4 V-funnel Filling ability
5 V-funnel at T5 minutes Segregation resistance
6 L-box Passing ability
7 U-box Passing ability
8 Fill-box Passing ability
9 GTM screen stability test Segregation resistance
10 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 SCCa 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
Table 6.1 Trials of Mix Design
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

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
ratio
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%
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

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 days
1 MB00Q00 3 3 3 3
2 MB10Q00 3 3 3 3
3 MB10Q50 3 3 3 3

4 MB10Q100
150mm*150mm
*150mm
3 3 3 3
5 MB20Q00 3 3 3 3
6 MB20Q50 3 3 3 3
7 MB20Q100 3 3 3 3
8 MB30Q00 3 3 3 3
9 MB30Q50 3 3 3 3
10 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 days
1 MB00Q00 2 2
2 MB10Q00 2 2
3 MB10Q50 2 2
4 MB10Q100 2 2
5 MB20Q00 2 2
6 MB20Q50 2 2
7 MB20Q100 2 2
8 MB30Q00 2 2
9 MB30Q50 2 2
10 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 values
Minimum Maximum
1 Slump flow by Abrams cone mm 650 800
2 T50cm slump flow sec 2 5
3 J-ring mm 0 10
4 V-funnel sec 6 12
5 V-funnel at T5 minutes sec 0 3
6 L-box mm 0.8 1.0
7 U-box mm 0 30
8 Fill box % 90 100
9 GTM screen stability test % 0 15
10 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
640
For SCC minimum
slump flow of 600+/-
50mm is required as
per EFNARC
0.44 MB10Q00 630
0.44 MB10Q50 620
0.45 MB10Q100 620
0.45 MB20Q00 615
0.45 MB20Q50 610
0.46 MB20Q100 600
0.46 MB30Q00 595
0.46 MB30Q50 590
0.47 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 5
0.44 MB10Q00 5
0.44 MB10Q50 6

0.45 MB10Q100
1:2.0:1.6
6 For SCC flow time is
between 3-5 seconds as
per EFNARC
requirement.
0.45 MB20Q00 6
0.45 MB20Q50 7
0.46 MB20Q100 7
0.46 MB30Q00 7
0.46 MB30Q50 8
0.47 MB30Q100 8
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 ashand 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
Bagasse ash and
Quarry dust in %
Mix
Proportion
Difference of
depth in mm
Remark
0.44 MB00Q00
1:2.0:1.6
6
For SCC minimum
difference in depth is
10mm as per EFNARC
requirement.
0.44 MB10Q00 6
0.44 MB10Q50 7
0.45 MB10Q100 7
0.45 MB20Q00 7
0.45 MB20Q50 8
0.46 MB20Q100 8
0.46 MB30Q00 8
0.46 MB30Q50 9
0.47 MB30Q100 9
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 ashand 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
Bagasse ash and
Quarry dust in %
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 9
0.44 MB10Q50 8 10
0.45 MB10Q100 8 10
0.45 MB20Q00 8 10
0.45 MB20Q50 9 11
0.46 MB20Q100 9 11
0.46 MB30Q00 9 11
0.46 MB30Q50 10 12
0.47 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 ashand 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 day
1 MB00Q00 32.13 36.77 43.33 49.11

2 MB10Q00 28.88 32.16 39.78 43.11
3 MB10Q50 26.11 30.13 39.33 42.22
4 MB10Q100 25.31 28.44 35.99 39.55
5 MB20Q00 25.66 29.53 38.44 41.88
6 MB20Q50 23.28 27.64 37.78 39.33
7 MB20Q100 22.75 25.39 32.71 35.33
8 MB30Q00 24.35 28.88 34.14 37.22
9 MB30Q50 20.53 24.88 32.10 35.67
10 MB30Q100 19.95 21.6 28.04 32.89
Fig 7.1 Comparison of compressive strength of different percentage of replacement with age
0
10
20
30
40
50
60
CompressivestrengthinMpa
% replacement
Compressive Strength

Fig 7.2 Variation of compressive strength with 0% replacement of Quarry dust
0
10
20
30
40
50
60
0% 10% 20% 30%
CompressiveStrengthinMpa
% replacement of Bagasse ash
Compressive Strength for 0% replacement of quarry dust
0
10
20
30
40
50
60
0% 10% 20% 30%

Fig 7.5 Variation of compressive strength with 10% replacement of Bagasse ash
0
10
20
30
40
50
60
0% 10% 20% 30%
0
5
10
15
20
25
30
35
40
45
50
0% 50% 100%
% replacement of Quarry dust
Compressive Strength for 10% replacement of Bagasse ash

0
5
10
15
20
25
30
35
40
45
0% 50% 100%
0
5
10
15
20
25
30
35
40
0% 50% 100%

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 MPa
28 day 56 day
1 MB00Q00 3.36 3.96
2 MB10Q00 2.84 3.25
3 MB10Q50 2.65 2.97
4 MB10Q100 2.53 2.89
5 MB20Q00 2.68 2.94
6 MB20Q50 2.52 2.82
7 MB20Q100 2.20 2.53
8 MB30Q00 2.42 2.79
9 MB30Q50 2.12 2.51
10 MB30Q100 1.89 2.16

Fig 7.14 Comparison of tensile strength of different percentage of replacement with age
Fig 7.15 Variation of split tensile strength with 0% replacement of Quarry dust
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
SplitTensileStrengthinMpa
% replacement
Split Tensile Strength
28 day 56 day
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
0% 10% 20% 30%
Split Tensile Strength for 0% replacement of Quarry dust
28 day 56 day

0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
0% 10% 20% 30%
Split Tensile Strength for 50% replacement of Quarry dust
28 day 56 day
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
0% 10% 20% 30%
Split Tensile Strength for 100%replacement of Quarry dust
28 day 56 day

Fig 7.18 Variation of split tensile strength with 10% replacement of Bagasse ash
0
0.5
1
1.5
2
2.5
3
3.5
0% 50% 100%
Split Tensile Strength for 10% replacement of Bagasse ash
28 day 56 day
0
0.5
1
1.5
2
2.5
3
3.5
0% 50% 100%
28 day 56 day

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
0
0.5
1
1.5
2
2.5
3
0% 50% 100%
28 day 56 day

 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.
REFERENCES

1. 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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