Project complete

CHAPTER – 1
INTRODUCTION
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1.0 GENERAL
Self – compacting concrete (SCC) is a fluid mixture, which is suitable for placing
difficult conditions and also in congested reinforcement, without vibration. In principle, a self
– compacting or self – consolidating concrete must:
Have a fluidity that allows self – compaction without external energy
Remain homogeneous in a form during and after the placing process and
Flow easily through reinforcement
Self – consolidating concrete has recently been used in the pre – cast industry and in
some commercial applications, however the relatively high material cost still hinders the
wide spread use of such specialty concrete in various segments of the construction industry,
including commercial and residential construction.
Compared with conventional concrete of similar mechanical properties, the material
cost of SCC is more due to the relatively high demand of Cementation materials and
chemical admixtures including high – range water reducing admixtures (HRWRA) and
viscosity enhancing admixtures (VEA).
Typically, the content in Cementation materials can vary between 450 and 525
Kg/m3 for SCC targeted for the filling of highly restricted areas and for repair applications.
Such applications require low aggregate volume to facilitate flow among restricted spacing
without blockage and ensure the filling of the formwork without consolidation. The
incorporation of high volumes of finely ground powder materials is necessary to enhance
cohesiveness and increase the paste volume required for successful casting of SCC.
Proper selection of finely ground materials can enhance the packing density of solid
particles and enable the reduction of water or HRWRA demand required to achieve high
deformability. It can also reduce viscosity for a given consistency; especially in the case of
SCC made with relatively low Water – Binder ratio. Reducing the free water can decrease the
Viscosity Enhancing Admixture dosage necessary for stability.

High binder content typically includes substitutions of cement with 20 to 40% fly ash
or GGBS and, in some cases low contents of micro silica employed. The cost of SCC can be
reduced through the selection of adequate concrete - making materials and admixture
constituents, including partial substitutions of cement and supplementary Cementations
materials by readily available fillers.
Regardless of its binder composition, SCC is characterized by its low yield value to
secure high deformability, and moderate viscosity to provide uniform suspension of solid
particles, both during casting and thereafter until setting. The mixture proportioning of SCC
to simultaneously meet the various performance requirements at minimum cost involves the
optimization of several mixture constituents that have a marked influence on performance.
This process is quite complex and can be simplified by understanding the relative
significance of various mixture parameters on key properties of SCC. This includes
deformability, passing ability, filling capacity and segregation resistance.
As with any new technology, there was clearly a learning curve to overcome, and
refinement of the materials and mix proportions used took care to finally achieve optimum
performance. In Japan, self – compacting concretes are divided into three different types
according to the composition of the mortar:
Powder type
Viscosity – modifying agent (stabilizer) type
Combination type
For the powder type, a high proportion of fines produce the necessary mortar volume, while
in the stabilizer type, fines content can be in the range admissible for vibrated concrete. The
viscosity required to inhibit segregation will then be adjusted by using a stabilizer. The
combination type is created by adding a small amount of stabilizer to the powder type to
balance the moisture fluctuations in the manufacturing process.
The SCC essentially eliminates the need for vibration to consolidate the concrete. This results
in an increase in productivity, a reduction in noise exposure and a finished product with few
if any external blemishes such as “bug holes”. However, after completion of proper
proportioning, mixing, placing, curing and consolidation, hardened concrete becomes a
strong, durable, and practically impermeable building material that requires no maintenance.

1.1 BENEFITS AND ADVANTAGES
At present self – compacting concrete (SCC) can be classified as an advanced
construction material. The SCC as the name suggests, does not require to be vibrated to
achieve full compaction. This offers benefits and advantages over conventional concrete.
Improved quality of concrete and reduction of onsite repairs.
Faster construction times.
Lower overall costs.
Facilitation of introduction of automation into concrete construction.
Improvement of health and safety is also achieved through elimination of handling of
vibrators.
Substantial reduction of environmental noise loading on and around a site.
Possibilities for utilization of “dusts”, which are currently waste products and which are
costly to dispose of.
Better surface finishes.
Easier placing.
Thinner concrete sections.
Greater Freedom in Design.
Improved durability, and reliability of concrete structures.
Ease of placement results in cost savings through reduced equipment and labor
requirement.
SCC makes the level of durability and reliability of the structure independent from the
existing on – site conditions relate to the quality of labor, casting and compacting systems
available.
The high resistance to external segregation and the mixture self – compacting ability
allow the elimination of macro – defects, air bubbles, and honey combs responsible for
penalizing mechanical performance and structure durability.

1.2 DEVELOPMENTS OF SELF – COMPACTING CONCRETE
For several years beginning in 1983, the problem of the durability of concrete
structures was a major topic of interest in Japan. The creation of durable concrete structures
requires adequate compaction by skilled workers. The designs of modern reinforced concrete
structures become more advanced, the designed shapes of structures are becoming
increasingly complicated and heavy reinforcing is no longer unusual. Furthermore, 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 structure independent of the quality of construction work is the employment
of self – compacting concrete, which can be compacted into every corner of a form work,
purely by means of its own weight and without the need for vibrating compaction.
Okamura[10]proposed the necessity of this type of concrete in 1986. Studies to develop self –
compacting concrete, including a fundamental study on the workability of concrete, have
been carried out by “Ozawa and Maekawa[10]” at the university of Tokyo.
The prototype of SCC was first completed in 1988 using materials already on the market. The
proto type performed satisfactorily with regard to drying and hardening shrinkage, heat of
hydration, denseness after hardening, and other properties. This concrete was named “High
Performance Concrete” and was defined as follows at the three stages of concrete:
1. Fresh : Self – Compactable.
2. Early age : Avoidance of initial defects
3. After hardening: Protection against external factors.
“High Performance Concrete” was defined as a concrete with high durability due to a
low water – cement ratio by professor Aitcin et al (Gangne et al 1989)[20]. Since then, the
term high performance concrete has been used around world to refer to high durability
concrete. Therefore, H.Okamura and M.Ouchi[10], the authors, of an invited paper on SCC
for JACT 2003 have changed the term for the proposed concrete, for their work, to “Self –
compacting High performance Concrete”.

1.3 HOW DOES IT WORK?
A self-consolidating must:
Have a fluidity that allows self – consolidation without external energy.
Remain homogenous in a form during and after the placing process and
Flow easily through reinforcement
To achieve these performances, Okamura[10] redesigned the concrete mix design process.
His mix design procedure focused on three different aspects:
Reduction of the aggregate content in order to reduce the friction, or the
frequency of collisions between them increasing the overall concrete fluidity
Increasing the paste content to further increase fluidity
Managing the paste viscosity to reduce the risk of aggregate blocking when the -
concrete flows through obstacles.
In rheological terms, even though a significant amount of research tends to show that
SCC‟s viscosity varies with the shear rate and acts as a pseudo plastic material, SCC is often
described as Bingham fluid (visco elastic) where the stress/shear rate ratio is linear and
characterized by two constants – viscosity and yield stress.
Back to the performance based definition of SCC, the self – consolidation is mainly
governed by yield stress, while the viscosity will affect the homogeneity and the ability to
flow through reinforcement. As the SCC viscosity can be adjusted depending on the
application, the yield stress remains significantly lower than other types of concrete in order
to achieve self – consolidation.

1.4 APPLICATIONS
Current conditions on application of self – compacting concrete.
After the development of the prototype of self – compacting concrete at the
University of Tokyo, intensive research was begun in many places, especially in the research
institutes of large construction companies. As a result, self – compacting concrete has been
used in many practical structures. The first application of self – compacting concrete was in a
building in June 1990. Self – compacting concrete was then used in the towers of a pre
stressed concrete cable – stayed bridge in 1992. Since then, the use of self-compacting
concrete in actual structures has gradually increased. Currently, 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: especially at concrete products plants.
The production of self-compacting concrete as a percentage of Japanese ready mixed
concrete, which accounts for 70% of total concrete production in Japan, is only 0.1%. The
current status of self-compacting is „special concrete „rather than „standard concrete‟.
Other applications of self-compacting concrete are summarized below.
Bridge (anchorage, arch, beam, girder, tower, pier, joint between beam and girder)
Box culvert
building
concrete filled steel column
tunnel(lining, immersed tunnel, fill of survey tunnel)
dam(concrete around structure)
concrete products (blocks, culvert, wall, water tank, slab and segment)

diaphragm wall
tank (side wall, joint between side wall and slab)
Fire proof.
1.5 Concrete products
Self – compacting concrete is often employed in concrete products to eliminate
vibration noise. This improves the working environment at plants and makes the location of
concrete products plants in urban areas possible. In addition, the use of self – compacting
concrete extends the lifetime of mould for concrete has been gradually increasing.
1.6 NECESSITY FOR NEW STRUCTURAL DESIGN AND
CONSTRUCTION SYSTEMS
Self – compacting concrete saves the cost of vibrating compaction and ensures the
compaction of the concrete in the structure. However, total construction cost cannot always
be reduced, except in large – scale constructions. This is because conventional construction
systems are essentially designed based on the assumption that vibrating compaction of
concrete is necessary.
Self – compacting concrete can greatly improve construction systems previously
based on conventional concrete that required vibrating compaction. This sort of compaction,
which can easily cause segregation, has been an obstacle to the rationalization of construction
work. Once this obstacle is eliminated, concrete construction can be rationalized and a new
construction system including form work, reinforcement, support and structural design, can
be developed.
One example of this is the so called sandwich structure, where concrete is filled into a
steel shell. Such a structure has already been completed in Kobe, and could not have been
achieved without the development of self – compacting concrete.

1.7 METHODOLOGY OF WORK
1. Several, literature were reviewed before starting the work to understand the subject
better.
2. Specific test on the materials which were used in the Project work was made to know
the specification and quality of material.
3. Mix designing for M30 grade of self-compacting concrete was done by using
EFNARC[1] guidelines and IS 10262-2009[3] and three trials are carried out to find
the optimum mix design.
4. Self-compacting concrete was prepared by using the mix design and test were made
on the fresh state od SCC to know whether the concrete prepared fall under the
criteria of self-compacting concrete or not.
5. The SCC prepared by using above mix was tested for compressive and flexural
strength after 28 days.
1.8 OUTLINE OF PROJECT
Chapter 2 Introduces to the reader, various development which have taken place in past
years.
Chapter 3 Introduce the reader about different material used in Project work.
Chapter 4 Introduce the reader about various chemical and physical properties of materials
used.
Chapter 5 Mix design and their corresponding results are discussed for SCC.
Chapter 6 Various tests on SCC are mentioned which are carried out for the assessment of
SCC properties for concrete.
Conclusion A defining conclusion obtained from present study has been stipulated in this
chapter.

CHAPTER – 2
REVIEW OF LITERATURE
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2.0 GENERAL
Literature review is one of the most important aspect of any research or project work.
It can be define as the base of any project work. Before taking up the work one has to go
through several journal which has been published before on the given topic to know amount
of work which has been done on topic and what can be done in future and how.
Before taking up project work several journal related to SCC where gone through and
few of them are listed below .
1. Bertil Persson (2001)[12]carried out an experimental and numerical study on
mechanical properties, such as strength, elastic modulus, creep and shrinkage of self-
compacting concrete and the corresponding properties of normal compacting concrete.
The study included eight mix proportions of sealed or air-cured specimens with water
binder ratio (w/b) varying between 0.24 and 0.80. Fifty percent of the mixes were SCC
and rests were NCC. The age at loading of the concretes in the creep studies varied
between 2 and 90 days. Strength and relative humidity were also found. The results
indicated that elastic modulus, creep and shrinkage of SCC did not differ significantly
from the corresponding properties of NCC.
2. Nan Su et al (2001)[13]proposed a new mix design method for self-compacting
concrete. First, the amount of aggregates required was determined, and the paste of
binders was then filled into the voids of aggregates to ensure that the concrete thus
obtained has flow ability, self-compacting ability and other desired SCC properties. The
amount of aggregates, binders and mixing water, as well as type and dosage of super
plasticizer to be used are the major factors influencing the properties of SCC. Slump
flow, V-funnel, L-flow, U-box and compressive strength tests were carried out to
examine the performance of SCC, and the results indicated that the proposed method

could be used to produce successfully SCC of high quality. Compared to the method
developed by the Japanese Ready-Mixed Concrete Association (JRMCA), this method
is simpler, easier for implementation and less time-consuming, requires a smaller
amount of binders and saves cost.
3. Bouzoubaa and Lachemi (2001)[14]carried out an experimental investigation to
evaluate the performance of SCC made with high volumes of fly ash. Nine SCC
mixtures and one control concrete were made during the study. The content of the
cementations materials was maintained constant (400 kg/m3), while the
water/cementations material ratios ranged from 0.35 to 0.45. The self-compacting
mixtures had a cement replacement of 40%, 50%, and 60% by Class F fly ash. Tests
were carried out on all mixtures to obtain the properties of fresh concrete in terms of
viscosity and stability. The mechanical properties of hardened concrete such as
compressive strength and drying shrinkage were also determined. The SCC mixes
developed 28-day compressive strength ranging from 26 to 48 MPa. They reported that
economical SCC mixes could be successfully developed by incorporating high volumes
of Class F fly ash.
4. Sri Ravindra Rajah (2003)[15]made an attempt to increase the stability of fresh
concrete (cohesiveness) using increased amount of fine materials in the mixes. They
reported about the development of self-compacting concrete with reduced segregation
potential. The systematic experimental approach showed that partial replacement of
coarse and fine aggregate with finer materials could produce self-compacting concrete
with low segregation potential as assessed by the V-Funnel test. The results of bleeding
test and strength development with age were highlighted by them. The results showed
that fly ash could be used successfully in producing self-compacting high-strength
concrete with reduced segregation potential. It was also reported that fly ash in self-
compacting concrete helps in improving the strength beyond 28 days.
5. Hajime Okamura and Masahiro Ouchi (2003)[16]addressed the two major
issues faced by the international community in using SCC, namely the absence of a
proper mix design method and jovial testing method. They proposed a mix design
method for SCC based on paste and mortar studies for super plasticizer compatibility

followed by trail mixes. However, it was emphasized that the need to test the final
product for passing ability, filling ability, and flow ability and segregation resistance
was more relevant.
6. Paratibha Aggarwal (2008)[17]presented a procedure for the design of self-
compacting concrete mixes based on an experimental investigation. At the water/powder
ratio of 1.180 to 1.215, slump flow test, V-funnel test and L-box test results were found
to be satisfactory, i.e. passing ability; filling ability and segregation resistance are well
within the limits. SCC was developed without using VMA in this study. Further,
compressive strength at the ages of 7, 28, and 90 days was also determined. By using the
OPC 43 grade, normal strength of 25 MPa to 33 MPa at 28-days was obtained, keeping
the cement content around 350 kg/m3 to 414 kg/m3.
7. Girish (2010)[18]presented the results of an experimental investigation carried out to
find out the influence of paste and powder content on self-compacting concrete
mixtures. Tests were conducted on 63 mixes with water content varying from 175 l/m3
to 210 l/m3 with three different paste contents. Slump flow, V funnel and J-ring tests
were carried out to examine the performance of SCC. The results indicated that the flow
properties of SCC increased with an increase in the paste volume. As powder content of
SCC increased, slump flow of fresh SCC increased almost linearly and in a significant
manner. They concluded that paste plays an important role in the flow properties of
fresh SCC in addition to water content. The passing ability as indicated by J-ring
improved as the paste content increased.
8. Mayur B. Vanjare, Shriram H. Mahure (2012)[19]carried out an
experimental study on to focus on the possibility of using waste material in a
preparation of innovative concrete. One kind of waste was identified: Glass Powder
(GP). The use of this waste (GP) was proposed in different percentage as an instead of
cement for production of self-compacting concrete. The addition of glass powder in
SCC mixes reduces the self-compatibility characteristics like filling ability, passing
ability and segregation resistance. The flow value decreases by an average of 1.3%,
2.5% and 5.36% for glass powder replacements of 5%, 10% and 15% respectively.

2.1 CONCLUSION
To increase the stability of fresh concrete (cohesiveness) using increased amount of fine
materials in the mixes. To development of self-compacting concrete with reduced segregation
potential. The systematic experimental approach showed that partial replacement of coarse
and fine aggregate with finer materials could produce self-compacting concrete with low
segregation potential as assessed by the V-Funnel test. The amount of aggregates, binders and
mixing water, as well as type and dosage of super plasticizer to be used are the major factors
influencing the properties of SCC. Slump flow, V-funnel, L-flow, U-box and compressive
strength tests were carried out to examine the performance of SCC. If we add the mineral
admixture replacement for we can have a better workable concrete. It has been verified, by
using the slump flow, T50 cm slump flow J-ring test, L-box test and U-tube tests, that self-
compacting concrete (SCC) achieved consistency and self-compatibility under its own
weight, without any external vibration or compaction. SCC withmineral admixture exhibited
satisfactory results in workability, because of small particle size and more surface area.

CHAPTER-3
MATERIALS USED IN SELF COMPACTING CONCRETE
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3.0 INTRODUCTION
The materials used for SCC are selected from those by the conventional concrete
industry. Typical materials used for SCC are coarse aggregate, fine aggregate, cement,
mineral admixtures (fly ash, ground – granulated blast furnace slag), and chemical
admixtures (super – plasticizer, viscosity – modifying agents). SCC can be designed and
constructed using a broad range of normal concreting materials, and that this is essential for
SCC to gain popularity.
3.1 MATERIALS
3.1.1 Aggregates
The coarse aggregate chosen for SCC is typically round in shape, is well graded, and
smaller in maximum size than that used for conventional concrete typical conventional
concrete could have a maximum aggregate size of 40 mm or more. In general, a rounded
aggregate and smaller aggregate particles aid in the flow ability and deformability of the
concrete as well as aiding in the prevention of segregation and deformability of the concrete
as well as aiding in the prevention of segregation. Gradation is an important factor in
choosing a coarse aggregate, especially in typical uses of SCC where reinforcement may be
highly congested or the formwork has small dimensions. Gap – graded coarse aggregate
promotes segregation to a greater degree than well-graded coarse aggregate. As with
conventional concrete construction, the maximum size of the coarse aggregate for SCC
depends upon the type of construction. Typically, the maximum size of coarse aggregate used
in SCC ranges from approximately 10 mm to 20 mm.
Generally aggregates occupy 70% to 80% of the volume of concrete and have an
natural rock (crushed stone, or natural gravels) and sands, although synthetic materials such
as slag and expanded clay or shale are used to some extent, mostly in lightweight concretes.
In addition to their use as economical filler, aggregates generally provide concrete with better

dimensional stability and wear resistance. Although aggregate strength can play sometimes
an important role, for example in high –strength concretes, for most applications the strength
of concrete and mix design are essentially independent of the composition of aggregates.
However, in other instances, a certain kind of rock maybe required to attain certain concrete
properties, e.g., high density or low coefficient of thermal expansion.
. All normal concreting sands are suitable for SCC. Both crushed and rounded sands
can be used. Siliceous or calcareous sands can be used. The amount of fines less than 0.125
mm is to be considered as powder and is very important for the rheology of the SCC. A
minimum amount of fines (arising from the binders and the sand) must be achieved to avoid
segregation.
3.1.2 Cement
The most common cement currently used in construction is type I/II Portland cement.
This cement conforms to the strength requirement of a Type I and the C3A content restriction
of a Type II. This type of cement is typically used in construction and is readily available
from a variety of sources. The Blaine fineness is used to quantify the surface area of cement.
The surface area provides a direct indication of the cement fineness. The typical fineness of
cement ranges from 350 to 500m2/kg for Type I and Type III cements, respectively.
3.1.3 Fly ash
Fly ash (or) pulverized fly ash is a residue from the combustion of pulverized coal
collected by mechanical separators, from the fuel gases of thermal plants. The composition
varies with type of fuel burnt, load on the boiler and type of separation. The fly ash consists
of spherical glassy particles ranging from 1 to 150 micron in diameter and also passes
through a 45-micron sieve. The constituents of fly ash are mentioned below.
Silicon dioxide ----- (SiO2)--- 30 – 60 %
Aluminium oxide ----- (Al2O3)--- 15 -30 %
Unburnt fuel ----- (Carbon) --- up to 30 %
Calcium oxide ----- (CaO) --- 1-7%
Magnesium oxide --- (MgO) --- small amounts
Sulphur trioxide ----- (SO3) --- small amounts
Fly ash is one of the most extensively used by-product materials in the construction field
resembling Portland cement . It is an inorganic non-combustible, finely divided residue
collected or precipitated from the exhaust gases of any industrial furnace.

3.1.4 Super plasticizer
Super plasticizer is essential for the creation of SCC. The job of SP is to impart a high
degree of flow ability and deformability, however the high dosages generally associate with
SCC can lead to a high degree of segregation. SIKA VISCOCRETE NS 5101 is utilized in
this project, which is a product of SIKA Company having a specific gravity of 1.222. Super
plasticizer is a chemical compound used to increase the workability without adding more
water i.e. spreads the given water in the concrete throughout the concrete mix resulting to
form a uniform mix. SP improves better surface expose of aggregates to the cement gel.
Super plasticizer acts as a lubricant among the materials. Generally in order to increase the
workability the water content is to be increased provided a corresponding quantity of cement
is also added to keep the water cement ratio constant, so that the strength remains the same.
Super plasticizers (high-range water-reducers) are low molecular-water-soluble polymers
designed to achieve high amounts of water reduction (12.30%) in concrete mixture in order to
attain a desired slump (Gagne et al., 2000). These admixtures are used frequently to produce
high- strength concrete (>50 Mpa), since workable mixes with water-cement ratios well
below 0.40 are possible (Whiting, 1979). They also can be used with water reduction to
produce concretes with very high slumps, in the range of 150 to 250 mm (6 to 10 inches). At
these high slumps, concrete flows like a liquid and can fill forms efficiently, requiring very
little vibration.
Water-reducing admixtures are negatively charge organic molecules that adsorb
primarily at the solid-water interface, whereas solid particles carry residual charges on their
surfaces, which may be positive, negative, or both. In cement paste, opposing charges on
adjacent particles of cement can exert considerable electrostatic attractions, causing the
particles to flocculate. A considerable amount of water is tied up in these agglomerates and
adsorbed on the solid surfaces, leaving less water available to reduce the viscosity of the
paste and hence that of the concrete. Molecules of the water reducing admixtures interact to
neutralize these surface charges and cause all surfaces to carry uniform charges of like sign.
Particles now repel each other, rather than attract, and remain fully dispersed in the paste,
thus most of the water is available to reduce the viscosity of the paste and of the concrete.
Because super plasticizers have air-determining properties, an air-entraining agent must be
added to the concrete to get a stable air void system before a super plasticizer is added
(Gagne et al., 1996).[13]

Role of Super plasticizers in cement
We know that the main action of S.P is to fluidity the mix and improve the
workability of concrete. Port land cement, being in fine state of division will have a tendency
to flocculate in wet concrete. This flocculation’s entraps certain amount of water used in the
mix and there by all the water is not freely available to fluidity the mix. When plasticizers are
used, they get absorbed on cement particles. The absorption of charged polymer on cement
particle creates particle to particle repulsive forces, which overcome the attractive forces.
This repulsive force is called zeta potential, which depends on the base, solid contents and
quality of super plasticizer used. The overall result is that the cement particles are
deflocculated and the water trapped inside the flocks gets released and now available to
fluidity the mix.
3.1.5 Water
Potable water is used for mixing and curing. Generally, water that is suitable for
drinking is satisfactory for use in concrete. Water from lakes and streams that contain marine
life also usually is suitable. When water is obtained from sources mentioned above, no
sampling is necessary.

CHAPTER – 4
PROPERTIES OF MATERIALS AND EXPERIMENTAL PROGRAM
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4.0 INTRODUCTION
In this chapter properties of materials used in SCC are furnished.
4.1TEST ON CEMENT
Ordinary Portland cement of 43 grade was used throughout the experimental investigation.
Consistency of Cement
The standard consistency of a cement paste is defined as that consistency which will
permit the Vicat plunger to penetrate to a point 5 to 7mm from the bottom of the Vicat
mould. IS 4031(part 4): 1988[21] was consulted for the test.
PROCEDURE
1. Weight approximately 300gm of cement and mix it with a weighted quantity of water.
The time gauging should be between 3 to 5 minutes
2. Fill the Vicat mould with paste and level it with a trowel.
3. Lower the plunger gently till it touches the cement surface.
4. Release the plunger allowing it to sink into the paste.
5. Note the reading on the gauge.
6. Repeat the above procedure taking fresh sample of cement and different quantities of
water until the reading on the gauge is 5 to 7mm.

REPORTING OF RESULT
Cement taken = 300gm
Water = 90gm (30%)
The normal consistency of cement is found to be 30%.
INITIAL SETTING TIME
Place the test block under the rod bearing the needle of the Vicat. Lower the needle
gently in order to make the contact with the surface of the cement paste and release quickly,
allowing it to penetrate the test block .repeat the procedure till the needle fails to pierce the
test block to a point 5.0 ± 0.5mm measured from the bottom of the mould .
The time period elapsing between the time ,water is added to cement and time ,the needle
fails to pierce the test block by 5.0 ± 0.5mm measured from the bottom of the mould , is
initial setting time ,IS 4031(Part 5):1988 was consulted for test.
PROCEDURE
1. Prepare a cement paste by gauging the cement with 0.85 times the water required to
gives a paste of standard consistency.
2. Start a stop-watch, the moment water is added to the cement.
3. Fill the Vicat mould completely with the cement paste gauged as above, the mould
resting on non-porous plate and smooth off the surface of the paste making it level
with top of the mould. The cement blocks thus prepare in the mould is the test block.
REPORTING OF RESULT
Water required to be added = 0.85 x 90 = 76.5gm
Result = 49 minutes

FINAL SETTING TIME
Replace the above needle by the one with an annular attachment. The cement should
be considered as finally set when, upon applying the needle gently to the surface of the test
block, the needle make an impression therein, while the attachment fail to do so. The period
elapsing between the time, water is added to the cement and the time, the needle make an
impression on the surface of the test block, while the attachment fail to do so, is the final
setting time. IS 4031(part 5):1988[21] was consulted.
REPORTING OF RESULT
Final setting time = 827minutes (i.e. about 14 hours)
COMPRESSIVE STRENGTH OF CEMENT
Compressive strength of cement is determined by compressive strength test on mortar
cubes compacted by means of a standard vibration machine. Standard sand (IS: 650) is used
for the preparation of cement mortar. The specimen is in the form of cubes 70.6mm x
70.6mm x 70.6mm.
Materials and apparatus required:
1. Cement
2. Standard sand
3. Vibration Machine
4. Poking Rod
5. Cube Mould of size 70.6 mm × 70.6 mm × 70.6 mm
6. Gauging Trowel
7. Weigh Balance
8. Graduated glass cylinders – 200 to 250 ml capacity

PROCEDURE
1. Mixing of material for each test cube shall be separately prepared. The quantities of
cement, standard sand and water shall be as follows:
Cement – 200 gms, Standard sand – 600 gms, water – (p/4+3) % of mass (cement +sand)
where P = % of water required to make cement paste of standard consistency.
2. All ingredients shall be dry mixed for one minute. After that, water is gradually added till
paste is formed of uniform colour. Mixing time shall be between 3-4 minutes. If uniform
colour of paste is not achieved after mixing more than 4 minutes, fresh mortar shall be
prepared.
3. Apply mould oil on interior surface of mould and place the mould on vibrating table.
Immediately after preparing mortar as describe in point 2, place the mortar
inside cube mould.
4. Further compaction shall be done by using vibrating machine. The period of vibration shall
be two minutes at the specified speed of 12 000 ± 400
5. After completion of vibration, remove mould along with base plate and finish the top
surface by trowel.
6. Keep mould filled with specimen for 24 ± 1 hr in moist environment. Remove samples
from mould and immediately submerge in clean water.
7. After curing period is over, remove cubes from water and immediately place in testing
machine with side facing upwards. Cubes shall be tested without packing between steel plates
of the testing machine and cubes surface. Load shall be steadily and uniformly applied,
starting from zero at a rate of 35 N/mm2/min. till failure of sample.
8. Calculate compressive strength of specimen by using following formula
compressive strength = P / A
Where
P = Maximum load applied
A = cross-sectional area of test specimen
COMPRESSIVE STRENGTH (N/mm2)
3 days 17.6
7 days 28.4
28 days 44.2

4.2 TESTS ON AGGREGATE
4.2.1 Fine aggregate
In the present investigation fine aggregate is natural sand from local market is used.
The physical properties of fine aggregate like specific gravity, bulk density, gradation and
fineness modulus are tested in accordance with IS :2386[5].
Fineness Modulus of fine aggregate:
Weight of fine aggregate sample taken = 1000g
Table 4.1 Fineness Modulus of fine aggregate
Fineness modulus of fine aggregate = 294.3/100 = 2.94
I.S.Seive
Size
Weight of
aggregate
retained in
gms
Cumulative
weight
retained in
gms
Cumulative
% of weight
retained
% of
passing
Remarks
10 mm 0 0 0 100
ZONE – II
4.75 mm 65 65 6.5 93.5
2.36 mm 79 144 14.4 85.6
1.18 mm 160 304 30.4 69.6
600 μ 181 485 48.5 51.5
300 μ 460 945 94.5 5.5
150 μ 55 1000 100 0

Silt Content of fine aggregate
Before starting the design mix and concreting, silt content must be ensure; To find the
silt content in the fine aggregate, put some amount of specimen into measuring cylinder up to
1/3(approx.) after that, pour water into cylinder half point and shake well with close mouth.
And live this for settlement, after an hour read the volume of silt in measuring cylinder which
forms top layer.(IS 383 : 1970)[6]
SILT CONTENT = (VOLUME OF SILT / TOTAL VOLUME OF SPECIMEN) x 100
Total weight of sand taken = 300gm
Weight of silt = 6 gm
Percentage of silt = (weight of silt/ weight of sand) x 100
= (6/300) x 100
= 2%
Specific Gravity of fine aggregate
Specific gravity is defined as the ratio of the weight of a given volume of the solid to the
weight of an equivalent volume of water at 4o C.
Pycnometer method is most accurate to find specific gravity of fine aggregate.
The specific gravity of solid is determined using the relation:
G =
M2 – M1
(M2 – M1) – (M3 – M4)
Where, M1 = mass of empty Pycnometer
M2 = mass of Pycnometer with dry sand
M3 = mass of Pycnometer, sand and water
M4 = mass of Pycnometer with water only
G = specific gravity of sand
Weight of empty Pycnometer M1 = 496gm
Weight of sand + Pycnometer M2 = 970gm
Weight of sand + Pycnometer + water M3 = 1541gm

Weight of Pycnometer + water M4 = 1249gm
Specific gravity of fine sand =
M2 – M1
(M2 – M1) – (M3 – M4)
=
970 – 496
(970– 496) – (1541 – 1249)
= 2.62
Table 4.2 Physical properties of fine aggregate
Property Result
Fineness modulus 2.94
Specific gravity 2.62
Grading zone 3
Silt content 2%
4.2.2 Coarseaggregate
The crushed coarse aggregate of 10 mm maximum size rounded obtained from the
local crushing plant, Rob silicon, keeseragutta. The physical properties of coarse aggregate
like specific gravity, gradation and fineness modulus are tested in accordance with IS:
2386[5].

Fineness Modulus of Coarse aggregate:
Weight of coarse aggregate sample taken = 5000 g.
Table 4.3 Fineness modulus of coarse aggregate
I.S.Sieve
Size
Weight of
aggregate
retained in
Gms
Cumulative
weight
retained in
gms
Cumulative
% of
weight
retained
% of
Passing
40mm 0 0 0 100
20mm 0.032 0.032 0.64 99.36
10mm 2.986 3.018 60.36 39.64
4.75mm 1.812 4.83 96.6 3.4
2.36mm 0.144 4.974 99.48 0.52
1.18mm 0.016 4.99 99.8 0.2
600 nu 0.001 5 100 0
300 nu 0 5 100 0
150 nu 0 5 100 0
Fineness modulus of coarse aggregate= 656.88/100=6.56
Aggregate Impact Value
This test is done to determine the aggregate impact value of coarse aggregates. The apparatus
used for determining aggregate impact value of coarse aggregates is impact testing machine.
IS sieves of sizes – 12.5mm, 10mm and 2.36mm, a cylinder metal measure of 75mm dia and
50mm depth, a tamping rod of 10mm circular cross section and 230mm length, rounded at
one end and oven.

Preparation of Sample
 The test sample should confirm to the following grading;
- Passing through 12.5mm IS sieve – 100%
- Retention on 10mm IS sieve – 100%
 The sample should be oven dried for 4 hrs. at a temperature of 100 to 110o C and
cooled
 The measure should be about one-third full with the prepared aggregates and tamped
with 25 strokes of the tamping rod.
Fig. Impact Testing Machine

PROCEDURE
1. The cup of the impact testing machine should be fixing firmly in position on the base
of the machine and the whole of the test sample placed in it and compacted by 25
strokes of the tamping rod.
2. The hammer should be raised 380mm above the upper surface of the aggregate in the
cup and allowed to fall freely onto the aggregate.
3. The test sample should be subjected to a total of 15 such blows, each being delivered
at an interval of not less than 1 sec.
Aggregate Impact Value for Coarse Aggregate
Weight of total sample taken W1 = 370gm
Weight of sample after removal of fines W2 = 286gm
Weight of fines(finer than 2.36mm size) W3 = 84gm
Aggregate impact value = (W3/W1) x 100
= (84/370) x 100
= 22.70%
Table 4.4 Physicalproperties of fine aggregate
Property Result
Fineness modulus 6.56
Specific gravity 2.69
Aggregate Impact Value 22.70%

4.3 FLY ASH
Fly ash, also known as "pulverised fuel ash" in the United Kingdom, is one of the Coal
combustion products, and is composed of the fine particles that are driven out of
the boiler with the flue gases. Ash that falls in the bottom of the boiler is called bottom ash.
Fly ash is generally captured by electrostatic precipitators or other particle filtration
equipment before the flue gases reach the chimneys of coal-fired power plants, and together
with bottom ash removed from the bottom of the boiler is known as coal ash.
In the present investigation work, the fly ash used is obtained from SAI
INDUSTRIES, ALAMBAGH, LUCKNOW.
Physical Properties of Fly Ash
Sr. No Physical Properties Test Results
1. Color Grey (Blackish)
2. Specific Gravity 2.13
4.4 SUPERPLASTICIZER
The super plasticizer used in concrete mix makes it highly workable for more time
with much lesser water quantity. It is observant that with the use of large quantities of
finer material (fine aggregate + cement + fly ash ) the concrete is much stiff and
requires more water for required workability hence, in the present investigation SIKA
VISCOCRETE NS 5101 is used as water reducing admixture.
USES
SikaViscoCrete 5101 NS a super plasticizer for free flowing concrete in floors,
slabs, foundations, slender components with dense reinforcement, walls and
columns and other structural elements.

SikaViscoCrete 5101 NS is mainly used for the following types of concrete:
 High performance concrete
 High strength concrete
 Ready mixed concrete
 Self-compacting concrete
 Precast concrete
 Pre stressed concrete
 Pumped concrete
Appearance / Colour--------------------Light Brown Liquid
Chemical Base----------------------------Aqueous solution of modified poly carboxylate
Relative Density-------------------------~1.12 at 25°C
pH Value------------------------------------≥ 6
4.5 WATER
This is the least expensive but most important ingredient of concrete. The water,
which is used for making concrete , should be clean and free from harmful impurities such as
oil, alkali, acid, etc., in general, the water, which is fit for drinking should be used for making
concrete.

CHAPTER – 5
MIX DESIGN AND RESULTS
------------------------------------------------------------------------------------------------
5.0 INTRODUCTION
Mix design can be defined as the process of selecting suitable ingredients of concrete
and determining with the object of producing concrete of certain minimum strength and
durability as economically as possible.
Mix design forM30 grade concrete has been done with trial method by making the use
of specification and guideline given by EFNARC[1] and IS 10262-2009[3].
5.1 MIX DESIGN
A. Design stipulations data
1. Characteristic compressive strength required in the field at 28-days : 30Mpa
2. Maximum size of aggregate: 10 mm (rounded)
3. Degree of quality control: Good
4. Type of exposure: Severe
B. Test data of materials
1. Specific gravity of cement: 3.15
2. Compressive strength of cement at 7-days: Satisfies the requirements of IS269-
1989(37N/mm2
3. Specific gravities of
Coarse aggregate : 2.69

Fine aggregate : 2.67
4. Fineness modulus of
Coarse aggregate : 6.56
Fine aggregate : 2.94
5.1.1 Steps takenin the mix proportioning: Trail mix 1
1. Target mean strength for M30 grade concrete
fck* = fck+Ks
fck* = 30+1.65 x 5.0= 38.25N/mm2
Where,
K= probability factor for various tolerances (5%) = 1.65 from table 10.4
S = Standard deviation for different degrees of control (Good) = 5.0 from table 10.6
2. The water cement ratio required for the target mean strength of 38.25 Mpa is 0.40
3. Selection of water and sand content for 10mm maximum size aggregate and the sand
confirming to ZONE -II.
4. Water content per cubic meter of concrete = 208 litre/m3
(Table no. 02 IS-10262:2009[3])
5. Calculation of cement and fly ash
Cement + fly ash = (208/0.38) (from table no. 05 IS-456:2000[3])
= 547.3 kg/m3
Flyash@30% of the total cementitious material = 547.3 x 0.3 = 164.2 kg/m3
Cement = 383.1 kg/m3
6. Proportion of volume (Coarse aggregates& fine aggregates content)
(From table 03 IS-10262:2009[3]) The volume of coarse aggregates corresponding to
10mm size aggregates and F.A. (ZONE-II) for W/C ratio 0.38 = 0.46
Volume of C.A. = 0.46
Volume of F.A. = 0.54

MIX CALCULATIONS
1. Volume of concrete = 1m3
2. Volume of cement = 0.1216m3
3. Volume of fly ash = 0.1642 m3
4. Volume of water = 0.208 m3
5. Volume of admixture = 0.00195 m3 (0.4% of cementitious material)
6. Volume of all in aggregate (f) = 1- (0.49575)
= 0.5042m3
7. Mass of C.A. = 0.5042 x 0.46 x 2.69 x 1000
= 623.89 kg
8. Mass of F.A. = 0.5042 x 0.54 x 2.67 x 1000
= 726.95 kg
MIX DESIGN FOR SCC
CEMENT = 383.1kg
FLYASH = 164.2kg
C.A. + F.A. = 1350.84kg
C.A. = 621.38 kg
F.A. = 729.45 kg
WATER = 208 litre
ADMIXTURE = 2.18 kg

5.1.2 Steps taken in the mix proportioning: Trail mix 2
fck* = fck+Ks
fck* = 30+1.65*5.0= 38.25N/mm2
Where,
S = Standard deviation for different degrees of control (Good) = 5.0 from table 10.6
(table no. 02 IS-10262:2009[3])
= 520 kg/m3
Flyash@30% of the total cementitious material = 520 x 0.3 = 156 kg/m3
Cement = 364 kg/m3
(From table 03 IS-10262:2009[3]) The volume of coarse aggregates corresponding to

MIX CALCULATIONS
3. Volume of fly ash = 0.156 m3
4. Volume of water = 0.208 m3
5. Volume of admixture = 0.0013928 m3 (0.3% of cementitious material)
6. Volume of all in aggregate (f) = 1- (0.48095)
= 0.51904m3
7. Mass of C.A. = 0.51904 x 0.46 x 2.69 x 1000
= 642.26 kg
8. Mass of F.A. = 0.51904 x 0.54 x 2.67 x 1000
= 748.35 kg
MIX DESIGN FOR SCC
CEMENT = 364 kg
FLYASH = 156 kg
C.A. + F.A. = 1390.61kg
C.A. = 639.68 kg
F.A. = 750.92 kg
WATER = 208 litre
ADMIXTURE = 1.56 kg

5.1.3 Steps taken in the mix proportioning: Trail mix 3
fck* = fck+Ks
fck* = 30+1.65*5.0= 38.25N/mm2
Where,
S = Standard deviation for different degrees of control (Good) =5.0 from table 10.6
(table no. 02 IS-10262:2009[3])
=495.23kg/m3
Flyash@30% of the total cementitious material = 495.23x0.3 = 148.56kg/m3
Cement = 346.66kg/m3
(from table 03 IS-10262:2009[3]) The volume of coarse aggregates corresponding to

MIX CALCULATIONS
3. Volume of fly ash = 0.14856m3
4. Volume of water = 0.208m3
5. Volume of admixture =0.000884 m3
6. Volume of all in aggregate (f) = 1-(0.4674)
= 0.5325 m3
7. Mass of C.A. = 0.5325 x 0.46 x 2.69 x 1000
= 658.98kg
8. Mass of F.A. = 0.5325 x 0.54 x 2.67 x 1000
= 767.75kg
MIX DESIGN FOR SCC
CEMENT = 364 kg
FLYASH = 156 kg
C.A. + F.A. = 1426.73kg
C.A. = 656.29 kg
F.A. = 770.43 kg
WATER = 208 litre
ADMIXTURE = 0.990kg

CHAPTER – 6
TESTS AND RESULTS
---------------------------------------------------------------------------------------------------------------------
6.0 GENERAL
It is important to appreciate that none of the test methods for SCC has yet been standardized
and the test described are not yet perfected or definitive. The methods presented here test
procedures are descriptions rather than fully detailed procedures. They are mainly ad-hoc
methods, which have been devised specifically for SCC.
Existing rheological test procedures have not been considered here, through the relationship
between the results of these tests and the rheological characteristics of concrete is likely to
figure out highly in future work, including standardization work. Many of the comments
made come from the experience of the partners in the EU-funded research project on SCC.A
further EU project on test methods is about too far to start. In considering these tests, there
are number of points which should be taken in to account.
One principal difficulty in devising such tests is that they have to assess three distinct,
though related, properties of fresh SCC-its filling ability(flow ability),its passing ability(free
from blocking at reinforcement),and its resistance to segregation(stability).No single test so
far devised can measure all three properties.
There is no clear relation between test results and performance on site.
There is little precise data, therefore no clear guidance on compliance a limits.
Duplicate tests are advised.
The test methods and values are started for maximum aggregate size of up to 20 mm;
different test values and for different equipment dimensions may be appropriate for other
aggregate sizes.
Different test values may be appropriate for concrete being placed in vertical and
horizontal elements.

Similarly different test values may be appropriate for different reinforcement densities.
In performing the tests, concrete should be sampled in accordance with EN 12350-1[2].It
is wise to mix the concrete first with a scoop, unless the procedure indicates otherwise.
Tests on SCC are classified into two categories which are as follows:
 Fresh SCC tests
Slump flow
L – Box test
V – Funnel test
J – Ring test
 Hardened SCC tests
Compressive strength of SCC
Tensile strength of SCC
6.1 STUDY OF FRESH CONCRETE
The experimental investigations made on self-compact ability of concrete with fly ash as
filler material can be characterized by the following properties.
 Filling ability
 Passing ability
 Segregation resistance
A concrete mix can only be classified as self-compacting concrete if the requirements for all
three characteristics are fulfilled.

6.2 FRESH SCC TESTS
6.2.1 SLUMP FLOW
Slump flow is one of the most commonly used SCC tests at the current time. This test
involves the use of slump cone used with SCC in EFNARC[1], slump flow values of
approximately 650mm to 800mm are within the acceptable range. The higher the slump flow
(SF) value, the greater its ability to fill formwork under its own weight. A value of at least
650 mm is required for SCC. There is no generally accepted advice on what are reasonable
tolerances about a specified value, through ±50mm, as with the relative flow able test might
be appropriate.
Apparatus
1. Mould in the shape of a truncated cone with the internal dimensions 200mm diameter at
the base, 100mm diameter at the top and height of 300 mm.
2. Base plate of stiff non - absorbing material, at least 700mm square, marked with a circle
marking the central location for the slump cone, and a further concentric circle of 500 mm
diameter.
3. Trowel
4. Scoop
5. Ruler
6. Stopwatch
PROCEDURE
i. About 6 litre of concrete is needed to perform the test, sampled normally.
ii. Moisten the base plate and inside of slump cone, Place base plate on level stable
ground and the slump cone centrally on the base plate and hold down firmly.
iii. Fill the cone with the scoop. Do not tamp, simply strike off the concrete level with the
top of the cone with the trowel.

iv. Remove any surplus concrete from around the base of the cone.
v. Raise the cone vertically and allow the concrete to flow out freely.
vi. Simultaneously, start the stopwatch and record the time taken for the concrete to reach
the 500mm spread circle. (This is the T50 time).
vii. Measure the final diameter of the concrete in two perpendicular directions.
viii. Calculate the average of the two measured diameters. (This is the slump flow in mm).
RESULT:
For 0.38 w/c ratio, SCC we observed the slump flow diameter as 670mm.
Fig. Slump flow test

6.2.2 L-BOX TEST
The L-box value is the ratio of levels of concrete at each end of the box after the test is
complete at each end of the box after the test is complete. The L-box consists of a “chimney
“section and a “trough “section after the test is complete, the level of concrete in the chimney
is recorded as H1,the level of concrete in the trough is recorded as H2.The L-box value(also
referred to as the “L-box ratio”, “blocking value”, or “blocking ratio”)is simply
H2/H1.Typical acceptable values for the L-box value are in the range of 0.8 to 1.0.If the
concrete was perfectly level after the test is complete, the L-box value would be equal to
1.0.Conversely,if the concrete was too stiff to flow to the end of the trough the L-box value
would be equal to zero.
Apparatus
1. L-box of a stiff non-absorbing material.
2. Trowel
3. Scoop
4. Stop watch.
PROCEDURE
ii. Set the apparatus level on firm ground, ensure that the sliding gate can open freely
and then close it.
iii. Moisten the inside surfaces of the apparatus, remove any surplus water.
iv. Fill the vertical section of the apparatus with the concrete sample.
v. Leave it to stand for 1 minute.
vi. Lift the sliding gate and allow the concrete to flow out into the horizontal section.
vii. Simultaneously, start the stopwatch and record the times taken for the concrete to
reach the 200 and 400 mm marks.

viii. When the concrete stops flowing, the distances ―H1 and ―H2 are measured.
ix. Calculate H2/H1, the blocking ratio.
x. The whole test has to be performed within 5 minutes.
RESULT
The L-Box values obtained are:
Trial 1 = 0.86
Trial 2 = 0.84
Trial 3 = 0.83
Fig. L-Box test
6.2.3 V-FUNNELTEST
V-funnel test is used to determine the filling ability (flow ability) of the concrete with a
maximum aggregate size of 10 mm. The funnel is filled with about 12 litres of concrete and
the time taken for it to flow through the apparatus is measured .After this the funnel can be

refilled concrete and left for 5 minutes to settle .If the concrete shows segregation then the
flow time will increase significantly.
Apparatus
1. V-funnel
2. Bucket (±12 litres)
3. Trowel
4. Scoop
5. Stopwatch
PROCEDURE
ii. Set the V-funnel on firm ground.
iii. Moisten the inside surfaces of the funnel.
iv. Keep the trap door open to allow any surplus water to drain.
v. Close the trap door and place a bucket underneath.
vi. Fill the apparatus completely with concrete without compacting or tamping; simply
strike off the concrete level with the top with the trowel.
vii. Open within 10 sec after filling the trap door and allow the concrete to flow out under
gravity.
viii. Start the stopwatch when the trap door is opened, and record the time for the
discharge to complete (the flow time). This is taken to be when light is seen from
above through the funnel.
ix. The whole test has to be performed within 5 minutes.
Result
The value observed for Trial 1 is 7 sec. which is under acceptance criteria.
The value observed for Trial 2 is 6.9 sec. which is under acceptance criteria.
The value observed for Trial 3 is 6.8 sec. which is under acceptance criteria.

Fig. V-funnel test
6.2.4 J RING TEST
The principle of the J ring test may be Japanese, but no references are known .The J ring test
itself has been developed at the University of Paisley. The test is used to determine the
passing ability of the concrete. The equipment consists of a rectangular section
(30mm×25mm) open steel ring, drilled vertically with holes to accept threaded sections of
reinforcement bar. These sections of bar can be of different diameters and spaced at different
intervals; in accordance with normal reinforcement considerations,3x the maximum
aggregate size must be appropriate .The diameter of ring in vertical bars is 300 mm and the
height 100 mm.
Apparatus
1. Mould without foot pieces in the shape of a truncated cone with the internal dimensions
200 mm diameter at the base, 100 mm diameter at the top and a height of 300 mm.

2. Base plate of a stiff non-absorbing material
3. Trowel
4. Scoop
5. Ruler
6. J ring a rectangular section(30mm×25mm) open steel ring , drilled vertically with holes .In
the holes can be screwed threaded sections of reinforcement bar (length 100mm,diameter
10mm,spacing 48±2mm)
PROCEDURE
i. About 6 liter of concrete is needed to perform the test ,sampled normally.
ii. Moisten the base plate and inside of slump cone.
iii. Place base-plate on level stable ground.
iv. Place the J-ring centrally on the base plate and the slump-cone centrally inside it and
hold down firmly.
v. Fill the cone with the scoop. Do not tamp, simply strike off the concrete level with the
top of the cone with the trowel.
vi. Remove any surplus concrete from around the base of the cone.
vii. Raise the cone vertically and allow the concrete in two perpendicular directions.
viii. Calculate the average of the two measured diameters (in mm).
ix. Measure the difference in height between the concrete just inside the bars and that just
outside the bars.
x. Calculate the average of the difference in height at four locations (in mm).
xi. Note any border of mortar or cement paste without coarse aggregate at the edge of the
proof of concrete.
Result
The H1 – H2for Trial 1 = 7.5mm

Fig. J-Ring test
6.3 Comparing our result with the acceptance criteria ofSCC
Acceptance criteria for SCC by EFNARC
S. No. Method Unit Minimum Maximum Result Obtained
01 Slump flow test Mm 650 800
T1 T2 T3
670 680 685
02 L-Box test H2/H1 .8 1.0 0.86 0.84 0.83
03 V-funnel test Sec 6 12 7.0 6.9 6.8
04 J-ring test Mm 0 10 7.5 7.3 7.2

6.4 PREPARATION OF SCC SPECIMENS
6.4.1 Proportioning
The quantity of cement, fine and coarse aggregates, fly ash, water and SP for each
batch of proportion is prepared as mentioned in design of SCC.
6.4.2 Mixing of concrete
Mixing of concrete was carried out by machine. Machine mixing is not only efficient
but also economical. Before the materials are loaded in to drum about 25 percent of
the total quantity of water required for mixing is poured in to the mixer drum and to
prevent any sticking of cement on the bodies or at the bottom of the drum.
Then discharging all the materials i.e. coarse aggregate and cement in to the drum.
Immediately after discharging the dry material in to the drum the remaining 75
percent of water is added to the drum .The time is counted from the moment all the
materials are placed particularly the complete quantity of water is fed in to the drum.
6.4.3 Moulds
The concrete is casted in to cube moulds of size 150mm×150mm×150mm,beam
moulds of size 100×100×500mm and cylindrical moulds of 300 mm height ×150 mm
dia. The moulds used for the purpose are fabricated with steel seat. It is easy for
assembling and removal of the mould specimen without damage. Moulds are provided
with base plates, having smooth to support. The mould is filled without leakage .In
assembling the moulds for use joints between the section of the mould are applied
with a thin coat mould oil and similar coating of mould oil is applied between the
contact faces of mould and the base plate to ensure that no water escape during filling
.The interior surfaces of the assembled mould shall be thinly coated with mould oil to
prevent adhesion of concrete.

Cube mould Cylinder mould
6.4.4 Placing ofmix in moulds
After mixing the proportions in the mixing machine, it is taken out into the bucket. The
concrete is placed in to the moulds (cubes, beams & cylinders), which are already oiled
simply by means of hands only without using any compacting devises.
Fig. Placing of SCC in mould

Fig. SCC Cylinder specimen
Fig. SCC Cubes and Beams

6.4.5 Curing
Curing of concrete is equally important to the proportioning of concrete. Curing of concrete
using water becomes costlier and tedious at some places where day-to-day monitoring and
inspection of curing is not possible. Liquid membrane forming curing compounds are suitable
and also economical for the foundations of towers and their copings for chimneys at scattered
locations, remote areas, deserts, forests, hilly terrains and across rivers, concrete structures
having vertical, sloped and curved surfaces and tall chimneys and cooling towers in thermal
power stations. In this study, two different curing methods viz., conventional Immersion
curing and Wax based liquid membrane forming compound were used.
After 24 hours the specimens were removed from the moulds and immediately submerged in
clean fresh water and kept there until taken out just prior to testing.
Fig. Curing of Concrete specimens

6.5 HARDENED SCC TESTS
6.5.1 Compressive strength of concrete
Compressive strength of concrete is defined as the load, which causes the failure of a
standard specimen.(Ex 100 mm cube according to ISI)divided by the area of cross-section
in uniaxial compression under a given rate of loading. The test of compressive strength
should be made on 150mm size cubes.
Place the cube in the compression-testing machine. The green button is pressed to start
the electric motor. When the load is applied gradually, the piston is lifted up along with
the lower plate and thus the specimen application of the load should be 300 KN per
minute and can be controlled by load rate control knob. Ultimate load is noted for each
specimen. The release valve is operated and the piston is allowed to go down. The values
are tabulated and calculations are done.
Fig. cube testing for compressive strength

CALCULATION FOR COMPRESSIVE STRENGTH(7 DAYS)
Table:Trial 1 (For w/c = 0.38)
S. No. Load (KN) Mean Load(KN)
1 510.80
510.202 504.60
3 515.20
S. No. Load Mean Load(N)
1 519.80
524.562 521.60
3 532.30
1 490.80
496.102 495.30
3 502.20
ForTrial 1:
Compressive strength= load / area = 22.67 N/mm2
ForTrial 2:
ForTrial 3:

CALCULATION FOR COMPRESSIVE STRENGTH(28 DAYS)
S. No. Load (KN) Mean Load(KN)
1 912.20
911.762 914.30
3 908..80
1 896.80
900.162 899.40
3 904.30
1 890.70
891.762 897.20
3 887.40
ForTrial 1:
ForTrial 2:
ForTrial 3:

22.67
23.31
22.04
21
21.5
22
22.5
23
23.5
COMPRESSIVESTRENGHT
NUMBER OF TRIALS
COMPRESSIVE STRENGHT AT 7 DAYS
(N/mm2)
Trial 1
Trial 2
Trial 3
40.52
40
39.63
39
39.2
39.4
39.6
39.8
40
40.2
40.4
40.6
COMPRESSIVESTRENGHT
NUMBER OF TRIALS
COMPRESSIVE STRENGHT AT 28 DAYS
(N/mm2)
Trial 1
Trial 2
Trial 3

6.5.2 Tensile strengthof concrete
6.5.2.1 Split tensile strength
A concrete cylinder of size 150mm dia×200mm height is subjected to the action of the
compressive force along two opposite edges, by applying the force in this manner .The
cylinder is subjected to compression near the loaded region and the length of the cylinder
is subjected to uniform tensile stress.
Horizontal tensile stress=2P/πDL
Where, P=the compressive load on the cylinder.
L=length of the cylinder
D=diameter of cylinder
Fig. Tensile strength

CALCULATION FOR SPLIT TENSILE STRENGTH(28 DAYS)
1 278.40
278.662 276.40
3 279.20
1 274.40
272.262 270.20
3 272.20
1 268.20
268.532 265.40
3 272.00
ForTrial 1:
Split tensile strength= 2P/πDL= 3.94 N/mm2
ForTrial 2:
ForTrial 3:

6.5.2.2 Standard beam test
Standard beam test or modulus of rupture carried out on the beams of size
(100mm×100mm×500mm), by considering the material to be homogeneous .The beam
should be tested on a span of 400 mm for 100mm specimen by applying two equal loads
placed at third points .To get these loads, a central point load is applied on a beam supported
on steel rollers placed at third point. The rate of loading shall be 1.8 KN/minute for 100 mm
specimens the load should be increased until the beam failed .Note the type of failure,
appearance of fracture and fracture load.
Let „a‟ be the distance between the line of fracture and the nearer support. Then for finding
the modulus of rupture, these cases should be considered.
1. When a=133mm for 500mm specimen
Fcr=PL/bd2
Where P=total load applied on the beam.
The result should be discarded
The estimation of tensile strength from compressive strength is flexural strength
= Fcr =0.7N/mm2
Where Fck = characteristic compressive strength of concrete.
Fig. Flexural test on beam

CALCULATION FOR FLEXURAL STRENGTH
S. No. Load(KN) Mean Load(KN)
1 11.90
12.562 12.80
3 13.00
1 11.80
11.862 12.60
3 11.20
1 10.20
10.732 11.40
3 10.60
ForTrial 1:
Flexural strength = PL/bd2
= 5.02 N/mm2
ForTrial 2:
= 4.74N/mm2
ForTrial 3:
= 4.29 N/mm2

3.94
3.85
3.79
3.7
3.75
3.8
3.85
3.9
3.95
4
SPLITTENSILESTRENGTH
NUMBER OF TRIALS
SPLIT TENSILE STRENGTH AT 28 DAYS
(N/mm2)
Trial 1
Trial 2
Trial 3
5.02
4.74
4.29
3.8
4
4.2
4.4
4.6
4.8
5
5.2
FLEXURALSTRENGTH
NUMBER OF TRIALS
FLEXURAL STRENGHTH AT 28 DAYS
(N/mm2)
Trial 1
Trial 2
Trial 3

CONCLUSION
-------------------------------------------------------------------------------------------------------
Based on the investigation conducted for the study of behavior of self-compacting concrete
the following conclusions are arrived.
1. As no specific mix design procedures for SCC are available mix design can be done with
conventional BIS method and suitable adjustments can be done as per the guidelines provided
by different agencies.
2. Trail mixes have to be made for maintaining flow ability, self-compatibility and
obstruction clearance.
3. It has been observed that there is no significant change in the strengths of concrete at
different water cement ratio.
4. From the results obtained it is concluded that the optimum w/c ratio is 0.42.
5. The flexural and tensile strength also varies accordingly i.e. as the compressive strength
increases these values also increase.
SCOPE FOR FURTHER WORK
Since a rational mix design method and an appropriate acceptance testing method at the job
site have both largely been established for self-compacting concrete, the main obstacles for
the wide use of self-compacting concrete can be considered to have been solved. The next
task is to promote the rapid diffusion of the techniques for the production of self-compacting
concrete and its use in construction. Rational training and qualification systems for engineers
should also be established. In addition, new structural design and construction systems
making full use of the self-compacting concrete should be introduced.
When self-compacting concrete becomes so widely used that it is seen as the “Standard
concrete” rather than a “Special concrete”, we will have succeeded in creating durable and
reliable concrete structures that require very little maintenance work.

REFERENCES
1. EFNARC (European Federation of national trade associations representing producers
and applicators of specialist building products), specification and guidelines for self-
compacting concrete, Feb 2002, Hamisphire, U.K.
2. Brain Paulson, EFNARC, Secretary General, specification and guidelines for self-
compacting concrete, Feb 2002.
3. IS 10262-2009, recommended guidelines for concrete mix design.
4. IS 3812-1981, Indian standard specification for use of fly ash, pozzolona, admixture,
1st revision, bureau of Indian standard, New Delhi, June 1981.
5. IS 2386-1963 (all parts), methods of tests for aggregate of concrete.
6. IS 383-1970, specification for coarseand fine aggregatefron natural sources for
concrete, Bureau of Indian Standards, New Delhi, India.
7. IS 516-1959, methods of test for strength of concrete, 16th reprint, Jan 1976.
8. M.S. SHETTY Concrete Technology by S. CHAND publisher.
9. Khayat K.H.,Ghezal A., Utility of statistical models in proportioning self-compacting
concrete, proceedings, RILEM International symposium on self-compacting concrete,
Stockholm, 1999.
10. Okamura H., Ozawa K., mix design for self-compacting concrete, library of Japanese
society of civil engineers, June 25, 1995.
11. Subramaniam .S and Chattopadhaya, experiments for mix proportioning of self-
compacting concrete, Indian concrete journal, January, Vol., PP 13-20
12. BertilPersson, “A comparison between mechanical properties of self-compacting
concrete and the corresponding properties of normal concrete” Cement and Concrete
Research, 31, 2001, pp 193-198.
13. Nan Su, Kung-Chung Hsu and His-Wen Chai, “A simple mix design method for self-
compacting concrete” Cement and Concrete Research, 31, 2001, pp 1799– 1807.
14. N. Bouzoubaa and M. Lachemi, “Self-compacting concrete incorporating high
volumes of class F fly ash Preliminary results” Cement and Concrete Research, 31,
2001, pp 413-420.
15. Dr. R. Sri Ravindrarajah, D. Siladyi and B. Adamopoulos, “Development of High-
Strength SelfCompacting Concrete with reduced Segregation Potential” 1 Vol., 1048
pp., ISBN: 2-912143-42-X, soft covers.

16. Hajime okamura, Masahiro ouchi, “Self Compacting Concrete” Journal of Advanced
Concrete Technology, volume 1, 2003, pp 5-15.
17. ParatibhaAggarwal, Aggarwal and Surinder M Gupta, “Self-Compacting Concrete -
Procedure for Mix Design” Leonardo Electronic Journal of Practices and
Technologies, Issue 12, 2008, pp 15-24.
18. S. Girish, R.V. Ranganath and JagadishVengala, “Influence of powder and paste on
flow properties of SCC” Onstruction and Building Materials, 24, 2010, pp 2481–
2488.
19. Mayur B. Vanjare, Shriram H. Mahure, “Experimental Investigation on Self
Compacting Concrete Using Glass Powder”, International Journal of Engineering
Research.
20. P.C AITCIN, High Performance Concrete published by E & FN Spon, published in
1998.
21. IS 4031-4 (1988): Methods of physical tests for hydraulic cement, Part 4:
Determination of consistency of standard cement paste [CED 2: Civil Engineering]

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