Self-compacting concrete was first developed 1988 in order to achieve durable concrete structures. Since then, various investigations have been carried out and the concrete has been used in practical structures in Japan, mainly by large construction companies. Investigations for establishing a rational mix-design method and self-compactability testing methods have been carried out to make the concrete the standard one.

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International Journal of Research and Innovation (IJRI)
International Journal of Research and Innovation (IJRI)
EXPERIMENTAL INVESTIGATION OF SELF COMPACTING CONCRETE BY VARY-
ING PERCENTAGE OF FINE AGGREGATE TO TOTAL AGGREGATE RATIO FOR
DIFFERENT GRADES OF CONCRETE
J.P.Alankruta1
, S.Uttamraj2
,
1 Research Scholar, Department of Civil Engineering, Aurora's Scientific Technological and Research Academy, Hyderabad, India.
2 Assistant professor , Department of Civil Engineering, Aurora's Scientific Technological and Research Academy, Hyderabad, India.
*Corresponding Author:
J.P.Alankruta,
Research Scholar, Department of Civil Engineering,
Aurora's Scientific Technological and Research Academy,
Hyderabad, India.
Published: August 03, 2015
Review Type: peer reviewed
Volume: II, Issue : III
Citation:J.P.Alankruta ,Research Scholar (2015) "EXPERI-
MENTAL INVESTIGATION OF SELF COMPACTING CONCRETE
BY VARYING PERCENTAGE OF FINE AGGREGATE TO TOTAL
AGGREGATE RATIO FOR DIFFERENT GRADES OF CONCRETE"
INTRODUCTION
GENERAL
Self compacting concrete (SCC) has been described as "the
most revolutionary development in concrete construction
for several decades". Originally developed to offset a grow-
ing shortage of skilled labour, it has proved beneficial eco-
nomically because of a number of factors, including:
• Faster construction
• Reduction in site manpower
• Better surface finish
• Easier placing
• Improved durability
• Greater freedom in design
• Thinner concrete sections
• Reduced noise levels, absence of vibration
• Safe working environment
For several year beginning in 1983, the problem of the du-
rability of concrete structures was a major topic of inter-
est in Japan. To make the durable structures, sufficient
compaction by skilled workers was required. However
gradual reduction in the number of skilled workers led
to a similar reduction in the quality of construction work.
At this time Prof. Hajime Okamura at the University of
Tokyo in Japan wanted to solve the problem of degrading
quality of construction and he had come out with a new
concrete called Self Compacting Concrete that would con-
solidate under its own weight. This type of concrete would
directly bypass the need for external vibration, eliminat-
ing the problem of unskilled labor. So, Self Compacting
Concrete is defined as highly workable concrete that can
flow through densely reinforced or geometrically complex
structural elements under its own weight to adequately
fill the voids without segregation or excessive bleeding
and without vibration. The main advantage of the Self
compacting concrete is to shorten construction period
and to assure compacting in the structures especially in
the confined zones where vibration and compaction is dif-
ficult.
DEVELOPMENT OF SCC
The Self compaction concrete developed by Prof. Hajime
Okamura of Japan in 1986, but the prototype was first
developed in 1988 in Japan by Professor Ozawa at the
University of Tokyo. Now spread across all countries in
the world. Some notable structures that have utilized Self
compacting concrete are as given below.
• Honshu-Shikoku Bridge: The largest suspension bridge
in the world linking two of the four main islands in Japan.
SCC was used in the anchorages of this bridge.
• Oresund Project in Scandinavia: SCC was used in the
motorway and railway that link Denmark and Sweden.
• World largest liquid natural gas (LNG) storage tank: 180
million liters of LNG contained in a tank created using
12000 cubic meters of SCC
Abstract
Self-compacting concrete was first developed 1988 in order to achieve durable concrete structures. Since then, various
investigations have been carried out and the concrete has been used in practical structures in Japan, mainly by large
construction companies. Investigations for establishing a rational mix-design method and self-compactability testing
methods have been carried out to make the concrete the standard one.
The Self compaction concrete developed by Prof. Hajime Okamura of Japan in 1986, but the prototype was first devel-
oped in 1988 in Japan by Professor Ozawa at the University of Tokyo. Now spread across all countries in the world.
Self – compacting concrete (SCC) is a high – performance concrete that can flow under its own weight to completely
fill the form work and self consolidates without any mechanical vibration. Such concrete an accelerate the placement,
reduce the labor requirements needed for consolidation, finishing and eliminate environmental pollution. The so called
first generation SCC is used mainly for repair application and for casting concrete in restricted areas, including sections
that present limited access to vibrate. Such value added construction material has been used in applications justifying
the higher material and quality control cost when considering the simplified placement and handling requirements of
the concrete.
1401-1402

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International Journal of Research and Innovation (IJRI)
• In India , most of the municipal roads in Chennai doing
with SCC
• In Andhra Pradesh Lanco hills completing by SCC
Necessity of Self-Compacting concrete
Research as well as construction applications have been
ongoing with SCC since its development. The goal of Self
Compaction Concrete shall be to make it a common con-
struction material used internationally to create durable
and reliable structures.
ADVANTAGES
• It increases the hydration products and reduces the po-
rosity of the concrete.
• It fills and closes the pores or adjusts the type of pore
structure.
• It increases hydration products in addition to the filling
effect of micro aggregate.
• It adjusts the grading of the components to achieve an
optimum compact.
• It can adjusts the cohesiveness and reduce the heat of
hydration and reaction rate
• It can improve the workability.
• It can improve the durability and resistance to chemical
attack and reduces micro cracks and transition zones.
• It will offer the concrete high strength and high perfor-
mance.
Fly ash, sometimes called as pulverized fuel-ash, is the
residue of combustion of the finely ground coal used in
the generation of electric power in coal-fired thermal pow-
er stations. Fly ash starts out as impurities in the coal
used to fire electric power plants. These impurities can’t
be burned. They melt and turn into tiny beads of glass
that are carried up the flue and captured. Fly ash exits
in a number of different chemistries and classes, but it is
primarily the particle size that is important.
ADVANTAGES OF SELF-COMPACTING CONCRETE
The Advantages of SCC are
• It eliminates noise due to vibration.
• It provides high stability during transport and place-
ment.
• It provides uniform surface quality and homogenous.
• It gives limited bleeding and settlement to reduce crack-
ing and micro structural defects.
• It provides greater freedom for design.
• It is useful for casting of underwater structures.
NEED FOR THE PRESENT WORK
• The main property that defines SCC is highly workabili-
ty in attaining consolidation and specified hardened prop-
erties. Before it satisfies the hardened properties it should
also satisfy the fresh properties in terms of filling ability,
passing ability and segregation resistance. The self com-
patibility is largely affected by the characteristics of the
materials and mix proportions. As on today there is no
established methodology to arrive at the mix proportions.
•The strength of SCC is provided by the aggregate bind-
ing by the paste at hardened state, while the workability
of SCC is provided by the binding paste at fresh state.
Therefore, the contents of coarse and fine aggregates,
binders, mixing water and SP will be the main factors in-
fluencing the properties of SCC.
EXPERIMENTAL PROGRAMME
The experimental program can be identified in two stag-
es; first to develop SCC mixes for (M40 and M60) grades
which different percentages of fine aggregate to total ag-
gregate ratio using Nan Su method of mix design, which
satisfies the fresh properties of SCC as per “EFNARC”
specifications.
To study the influence of various percentages of fine ag-
gregate to total aggregate ratios for two different grades
of concrete i.e., M40 and M60 on mechanical properties
such as compressive strength, flexural strength and split-
ting tensile strength of concrete.
The experimental program consisted of arriving at suit-
able mix proportions that satisfied the fresh properties
of SCC as “EFNARC” specifications. Standard cubes
of dimensions 150mm x 150mm x 150mm were caste
to check whether the target compressive strength is
achieved at 7-days and 28-days curing. If either the fresh
properties or the strength properties are not satisfied,
the mix is modified accordingly. Standard cube moulds
of (150x150x150mm) made of cast iron were used for
casting standard cubes. The standards moulds were fit-
ted such that there are no gaps between the plates of the
moulds. If there small gaps they were fitted with plaster of
pairs. The moulds then oiled and kept ready for casting.
After 24 hours of casting, the specimen were demoulded
and transferred to curing tank where in they were im-
mersed in water for the desired period of curing.
MATERIALS USED
The different materials used in this work are
• 53 Grade ordinary Portland Cement
• Fine Aggregate
• Coarse Aggregate
• Super Plasticizer (GLENIUM B233)
• Viscosity modifying agent VMA (Stream-2)
• Fly ash
• Water
This program consists of casting and testing of total 144
specimens. The specimens of standard cubes (150mm x
150mm x 150mm), standard cylinders of (150mm dia x
300mm height) and standard prisms of (100mm x 100mm
x 500mm) were casted for 7 and 28 days for compressive
strength, splitting tensile strength and flexural strength
of concrete.
TESTING OF SELF COMPACTING CONCRETE
TESTING PROGRAM: (Initial test specifications)
Properties of fresh Self Compacting Concrete (SCC) mixes
must meet three key properties:
1. Ability to flow into and completely fill intricate and

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International Journal of Research and Innovation (IJRI)
complex forms under its own weight
2. Ability to pass through and bond to congested rein-
forcement under its own weight.
3. High resistance to aggregate segregation.
Due to the high content of powder, SCC may show more
plastic shrinkage or creep than ordinary concrete mixes.
These aspects should therefore be considered during de-
signing and specifying SCC. Current knowledge of these
aspects is limited and this is an area requiring further re-
search. Special care should also be taken to begin curing
the concrete as early as possible.
The workability of SCC is higher than the highest class of
consistence described within EN 206 and can be charac-
terized by the properties like filling ability, passing ability
and segregation resistance.
Filling ability: a) Slump flow test
b) T50cm slump
c) V-funnel test
d) Orimet.
Passing ability: a) L – Box
b) U – Box
c) J – ring
d) Fill box
Segregation resistance: a) GTM test
b) V-funnel @ T5 min
Assessment of test
This is a simple, rapid test procedure, though two people
are needed if the T50 time is to be measured. It can be
used on site, though the size of the base plate is some-
what unwieldy and level ground is essential. It is the most
commonly used test, and gives a good assessment of fill-
ing ability. It gives no indication of the ability of the con-
crete to pass between reinforcement without blocking, but
may give some indication of resistance to segregation. It
can be argued that the completely free flow, unrestrained
by any boundaries is not representative of what happens
in practice in concrete construction, but the test can be
profitably be used to assess the consistency of supply of
ready-mixed concrete to a site from load to load.
Slump flow equipment and measuring of slump flow
Equipment
The apparatus is shown in figure
• Mould in the shape of a truncated cone with the internal
dimensions 200 mm diameter at the base, 100 mm diam-
eter at the top and a height of 300 mm.
• Base plate of a stiff non absorbing material, at least 900
x 900 mm square, marked with a circle marking the cen-
tral location for the slump cone, and a further concentric
circle of 500mm diameter.
• Trowel
• Scoop
• ruler
• Stopwatch
Procedure
• About 6 liter of concrete is needed to perform the test,
sampled normally. 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.
• Fill the cone with the scoop. Do not tamp, simply strike
off the concrete level with the top of the cone with the
trowel.
• Remove any 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.
(This is the T50 time).
• Measure the final diameter of the concrete in two per-
pendicular directions.
• Calculate the average of the two measured diameters.
(This is the slump flow in mm).
Slump test
Slump test concrete releasing
Interpretation of result
The higher the slump flow (SF) value, the greater its abil-
ity to fill formwork under its own weight. A value of at
least 650mm is required for SCC. There is no generally
accepted advice on what are reasonable tolerances about
a specified value, though ± 50mm, as with the related flow
table test, might be appropriate.
The result should be in between 650-800mm
Obtained result from the sample is =680mm

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International Journal of Research and Innovation (IJRI)
Assessment of test
Though the test is designed to measure flow ability, the
result is affected by concrete properties other than flow.
The inverted cone shape will cause any liability of the con-
crete to block to be reflected in the result- if, for example
there is too much coarse aggregate. High flow time can
also be associated with low deformability due to a high
paste viscosity, and with high inter-particle friction. While
the apparatus is simple, the effect of the angle of the fun-
nel and the wall effect on the flow of concrete is not clear.
Funnel equipment
Funnel equipment concrete releasing time
Box equipment
Box concrete filling
U–box equipment
Concrete is filled position
U-Box opening the center gate
Interpretation of result
If the concrete flows as freely as water, at rest it will be
horizontal, so H1 - H2 = 0. Therefore the nearer this test
value, the ‘filling height’, is to zero, the better the flow and
passing ability of the concrete.
U-box test should satisfy in between 15-30%
Obtained test Result= 23%
Initial & Final setting test time Equipment

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International Journal of Research and Innovation (IJRI)
Result:
1. Initial setting time of cement= 28 Mins
2. Final setting time of cement= 57 Mins
Compressive strength on cube
Casting and curing of test specimens
The specimens of standard cubes (150mm x 150mm x
150mm), Standard prisms (100mm x 100mm x 500mm)
and standard cylinders (150mm diameter x 300mm
height) were casted.
Mixing
Measured quantities of coarse aggregate and fine ag-
gregate were spread out over an impervious concrete
floor. The dry ordinary Portland cement spread out on
the aggregate and mixed thoroughly in dry state turning
the mixture over and over until uniformity of color was
achieved the time of mixing shall be 10-15 minutes.
Placing and compacting
The cube moulds shall be of 150mm size confirming to IS
10086-1982, the prism mould shall confirm to IS: 10086-
1982 and cylinder moulds are cleaned, and all care was
taken to avoid any irregular dimensions. The joints be-
tween the sections of mould were coated With mould oil
and a similar coating of mould oil was applied between
the contact surfaces of the bottom of the moulds and the
base plate in order to ensure that no water escapes during
the filling. The interior surfaces of the assembly moulds
were thinly coated with mould oil to prevent adhesion of
the concrete and for easy removal of moulds after casting.
The mix was placed in moulds without compaction.
Curing
The test specimen cubes, prisms and cylinders were
stored in a place, free from vibration, in most air at 90%
relative humidity and at a temperature of 27 ±2c for 24
hours± ½ hour from the time of addition of water to the
dry ingredients. After 24 hours the specimens were re-
molded and immediately immersed in clean, fresh water
tank for a period of 7 and 28 days.
Compressive strength Mpa
(a) Compressive strength test of cylindrical specimen
(b) Compressive strength test of Cubic specimen
Concrete is filling in Cubes
Compressive test equipment
MIX DESIGN
Calculations of “Nan-Su” Mix Design Method
(I). Mix design procedure for M40-Grade using “Nan Su”
Method (FA/TA=55%)
Quantity of Coarse aggregate (Qca) = P.F*Wca*(1-(S/a))
= 1.06*1560*(1-0.55)
= 744.12 kg/m3
Quantity of Fine aggregate (Qfa) = P.F*Wfa*(S/a)
= 1.06*1742*(0.55)
= 1015.59 kg/m3
Quantity of Cement (Qc) = fck/0.14
= 48.25/0.14
= 344.64 kg/m3
Quantity of Water (Qw) = W/C*C
= (0.55)*344.64
= 189.55 lit/m3

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International Journal of Research and Innovation (IJRI)
Volume of Fly ash (Vf)
=1-(Qca/(1000*Sca))-(Qfa/ (1000*Sfa))-
(Qca/ (1000*Sc))- (Qw/ (1000*1))-Va
= 0.002 m3
Quantity of Fly ash (Qf) = 3.70 kg/m3
Water for fly ash (Qw-f) = 1.67 lit/m3
Quantity of Super Plasticizer (Qsp)
= 1 %* (cement + fly ash)
= 1/100*(344.64 + 3.70)
= 3.48 lit/m3
Adjustment of mixing of water content in SCC (taking
60% of SP)
= (1-0.4)*3.48
= 2.088 lit/m3
Quantity of V M A (Qvma) = 250*(cement + fly ash)/100
Taking 250 ml/100 kg = 250*(344.64 + 3.70)/100
= 0.87 lit/m3
Adjustment of water quantity = (Qw) + (Qw-f) – (Qw-sp)
= 189.55 + 1.67 – 2.088
= 189.13 kg/m3
(II). Mix design procedure for M40-Grade using “Nan
Su” Method (FA/TA=56%)
Quantity of Coarse aggregate (Qca) = P.F*Wca*(1-(S/a))
= 1.06*1560*(1-0.56)
= 727.58 kg/m3
Quantity of Fine aggregate (Qfa) = P.F*Wfa*(S/a)
= 1.06*1742*(0.56)
= 1034.05 kg/m3
Quantity of Cement (Qc) = fck/0.14
= 48.25/0.14
= 344.64 kg/m3
Quantity of Water (Qw) = W/C*C
= (0.55)*344.64
= 189.55 lit/m3
Volume of Fly ash (Vf)
= 1-(Qca/ (1000*Sca))-(Qfa/ (1000*Sfa))-
(Qca/ (1000*Sc))- (Qw/ (1000*1))-Va
= 0.004 m3
Quantity of Fly ash (Qf) = 2.34 kg/m3
Water for fly ash (Qw-f) = 1.05 lit/m3
Quantity of Super Plasticizer (Qsp)
= 1 %* (cement + fly ash)
= 1/100*(344.64 + 2.34)
= 3.46 lit/m3
Adjustment of mixing of water content in SCC (taking
60% of SP)
= (1-0.4)*3.46
= 2.081 lit/m3
Quantity of V M A (Qvma) = 250*(cement + fly ash)/100
Taking 250 ml/100 kg = 250*(344.64 + 2.34)/100
= 0.86 lit/m3
Adjustment of water quantity = (Qw) + (Qw-f) – (Qw-sp)
= 189.55 + 1.05 – 2.081
= 188.53 kg/m3
(III). Mix design procedure for M40-Grade using “Nan
Su” Method (FA/TA=57%)
Quantity of Coarse aggregate (Qca) = P.F*Wca*(1-(S/a))
= 1.06*1560*(1-0.57)
= 711.04 kg/m3
Quantity of Fine aggregate (Qfa) = P.F*Wfa*(S/a)
= 1.06*1742*(0.57)
= 1052.51 kg/m3
Quantity of Cement (Qc) = fck/0.14
= 48.25/0.14
= 344.64 kg/m3
Quantity of Water (Qw) = W/C*C
= (0.55)*344.64
= 189.55 lit/m3
Volume of Fly ash (Vf)
=1-(Qca/(1000*Sca))-(Qfa/ (1000*Sfa))-
(Qca/ (1000*Sc))- (Qw/ (1000*1))-Va
= 0.001 m3
Quantity of Fly ash (Qf) = 0.98 kg/m3
Water for fly ash (Qw-f) = 0.44 lit/m3
Quantity of Super Plasticizer (Qsp)
= 1 %* (cement + fly ash)
= 1/100*(344.64 + 0.98)
= 3.46 lit/m3
Adjustment of mixing of water content in SCC (taking
60% of SP)
= (1-0.4)*3.46
= 2.078 lit/m3
Quantity of V M A (Qvma) = 250*(cement + fly ash)/100
Taking 250 ml/100 kg = 250*(344.64 + 0.98)/100
= 0.86 lit/m3
Adjustment of water quantity = (Qw) + (Qw-f) – (Qw-sp)
= 189.55 + 0.44 – 2.078
= 187.92 kg/m3
(IV). Mix design procedure for M40-Grade using “Nan
Su” Method (FA/TA=58%)
Quantity of Coarse aggregate (Qca) = P.F*Wca*(1-(S/a))
= 1.06*1560*(1-0.58)
= 694.51 kg/m3
Quantity of Fine aggregate (Qfa) = P.F*Wfa*(S/a)
= 1.06*1742*(0.58)
= 1070.98 kg/m3
Quantity of Cement (Qc) = fck/0.14
= 48.25/0.14
= 344.64 kg/m3
Quantity of Water (Qw) = W/C*C
= (0.55)*344.64
= 189.55 lit/m3

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International Journal of Research and Innovation (IJRI)
Volume of Fly ash (Vf)
= 1-(Qca/ (1000*Sca))-(Qfa/ (1000*Sfa))-
(Qca/ (1000*Sc))- (Qw/ (1000*1))-Va
= 0.001 m3
Quantity of Fly ash (Qf) = 0.68 kg/m3
Water for fly ash (Qw-f) = 0.44 lit/m3
Quantity of Super Plasticizer (Qsp) = 1 %* (cement + fly
ash)
= 1/100*(344.64 + 0.68)
= 3.45 lit/m3
Adjustment of mixing of water content in SCC (taking
60% of SP)
= (1-0.4)*3.45
= 2.071 lit/m3
Quantity of V M A (Qvma) = 250*(cement + fly ash)/100
Taking 250 ml/100 kg = 250*(344.64 + 0.68)/100
= 0.86 lit/m3
Adjustment of water quantity = (Qw) + (Qw-f) – (Qw-sp)
= 189.55 + 0.44 – 2.071
= 187.91 kg/m3
(I). Mix design procedure for M60-Grade using “Nan
Su” Method (FA/TA=55%)
Quantity of Coarse aggregate (Qca) = P.F*Wca*(1-(S/a))
= 1.06*1560*(1-0.55)
= 744.12 kg/m3
Quantity of Fine aggregate (Qfa) = P.F*Wfa*(S/a)
= 1.06*1742*(0.55)
= 1015.59 kg/m3
Quantity of Cement (Qc) = fck/0.14
= 68.25/0.14
= 487.50 kg/m3
Quantity of Water (Qw) = W/C*C
= (0.60)*487.50
= 292.50 lit/m3
Volume of Fly ash (Vf)
= 1-(Qca/ (1000*Sca))-(Qfa/ (1000*Sfa))-
(Qca/ (1000*Sc))- (Qw/ (1000*1))-Va
= 0.002 m3
Quantity of Fly ash (Qf) = 9.75 kg/m3
Water for fly ash (Qw-f) = 4.39 lit/m3
Quantity of Super Plasticizer (Qsp)
= 1 %* (cement + fly ash)
= 1/100*(487.50 + 9.75)
= 4.97 lit/m3
Adjustment of mixing of water content in SCC (taking
60% of SP)
= (1-0.4)*4.97
= 2.98 lit/m3
Quantity of V M A (Qvma) = 250*(cement + fly ash)/100
Taking 250 ml/100 kg = 250*(487.50 + 9.75)/100
= 1.24 lit/m3
Adjustment of water quantity = (Qw) + (Qw-f) – (Qw-sp)
= 292.50 + 4.39 – 2.98
= 293.91 kg/m3
(IV). Mix design procedure for M60-Grade using “Nan
Su” Method (FA/TA=58%)
Quantity of Coarse aggregate (Qca) = P.F*Wca*(1-(S/a))
= 1.06*1560*(1-0.58)
= 694.51 kg/m3
Quantity of Fine aggregate (Qfa) = P.F*Wfa*(S/a)
= 1.06*1742*(0.58)
= 1070.98 kg/m3
Quantity of Cement (Qc) = fck/0.14
= 68.25/0.14
= 487.50 kg/m3
Quantity of Water (Qw) = W/C*C
= (0.60)*487.50
= 292.50 lit/m3
Volume of Fly ash (Vf)
= 1-(Qca/ (1000*Sca))-(Qfa/ (1000*Sfa))-
(Qca/ (1000*Sc))- (Qw/ (1000*1))-Va
= 0.002 m3
Quantity of Fly ash (Qf) = 9.68 kg/m3
Water for fly ash (Qw-f) = 4.19 lit/m3
Quantity of Super Plasticizer (Qsp)
= 1 %* (cement + fly ash)
= 1/100*(487.50 + 9.68)
= 4.97 lit/m3
Adjustment of mixing of water content in SCC (taking
60% of SP)
= (1-0.4)*4.97
= 2.98 lit/m3
Quantity of V M A (Qvma) = 250*(cement + fly ash)/100
Taking 250 ml/100 kg = 250*(487.50 + 9.68)/100
= 1.24 lit/m3
Adjustment of water quantity = (Qw) + (Qw-f) – (Qw-sp)
= 292.50 + 4.19 – 2.98
= 293.71 kg/m3
COMPRESSION RESULTS OF FRIESH CONCRETE
Trial mixes of M40-GRADE (FA/TA=55%)
Variation of (M40-Grade) filling ability for FA/TA ratios

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International Journal of Research and Innovation (IJRI)
Variation of (M40-Grade) passing ability for FA/TA ratios
Variation of (M40-Grade) segregation resistance for FA/TA ratios
Variation of (M60-Grade) filling ability for FA/TA ratios
Variation of (M60-Grade) passing ability for FA/TA ratios
Variation of (M60-Grade) segregation resistance for FA/TA ratios
Compressive strength for M-40 grade on cubes at (7 and 28 days)
Splitting tensile strength for M-40 grade on cylinders at (7 and
28 days)
Compressive strength for M-60 grade on cubes at (7 and 28 days)
splitting tensile strength for M-60 grade on cylinders at (7 and
28 days)

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International Journal of Research and Innovation (IJRI)
RESULTS AND DISCUSSIONS
DISCUSSIONS ON TEST RESULTS
The discussions presented here are based on the results
shown in the tables 4.9 to 4.14 and figures 4.1 to 4.14.
• Mix proportions for M40 and M60 grade of self compact-
ing concrete were developed using Nan Su method of mix
design, which satisfied the fresh properties of SCC as per
“EFNARC” specifications.
• The fresh properties of SCC were satisfied when 40% of
20mm and 60% of 12mm size of coarse aggregates were
used.
• As the fine aggregate to total aggregate ratio increases
from 55 to 58%, the fresh properties (i.e., filling ability,
passing ability and segregation resistance) have been sat-
isfied as per “EFNARC” specifications.
• For both grades of concrete (i.e., M40 and M60), from
table 4.13 and 4.14, figures 4.7 and 4.10 it is observed
that the compressive strength of concrete is increased by
increase in FA/TA ratio up to 57%, on further increase
in the ratio i.e., 58%, the compressive strength for both
grades of concrete is decreased.
• Moreover from table 4.13 and 4.14 it is observed that the
compressive strength of concrete is increased by 4.96%
for M40 grade of concrete and 4.74% for M60 grade of
concrete, when the FA/TA ratio was increased from 55
to 57%. And the compressive strength of concrete is de-
creased by 4.89% for M40 grade of concrete and 4.22%
for M60 grade of concrete, when the FA/TA ratio was in-
creased from 57 to 58%.
• For both grades of concrete (i.e., M40 and M60), from ta-
ble 4.13 and 4.14, figures 4.8 and 4.11 it is observed that
the splitting tensile strength of concrete is increased by
increase in FA/TA ratio up to 57%, on further increase in
the ratio i.e., 58%, the splitting tensile strength for both
grades of concrete is decreased.
• Moreover from table 4.13 and 4.14 it is observed that
the splitting tensile strength of concrete is increased by
12.79% for M40 grade of concrete and 8.30% for M60
grade of concrete, when the FA/TA ratio was increased
from 55 to 57%. And the splitting tensile strength of con-
crete is decreased by 10.71% for M40 grade of concrete
and 9.25% for M60 grade of concrete, when the FA/TA
ratio was increased from 57 to 58%.
• Grade of concrete, when the FA/TA ratio was increased
from 57 to 58%.
SUMMARY
In this chapter the results and discussions are presented.
Based on the discussions presented in this chapter the
conclusions are given in next chapter.
CONCLUSION & REFERENCES
GENERAL
After the analysis of the results of the experimental pro-
gram the following conclusions arrived.
• Mix proportions for M40 and M60 grade of self compact-
ing concrete were developed using Nan Su method of mix
design, which satisfied the fresh properties of SCC as per
“EFNARC” specifications.
• The fresh properties of SCC were satisfied when 40% of
20mm and 60% of 12mm size of coarse aggregates were
used.
• As the fine aggregate to total aggregate ratio increases
from 55 to 58%, the fresh properties (i.e., filling ability,
passing ability and segregation resistance) have been sat-
isfied as per “EFNARC” specifications.
• For both grades of concrete (i.e., M40 and M60), the
compressive strength, splitting tensile strength and flex-
ural strength of concrete is increased by increase in FA/
TA ratio up to 57%, on further increase in the ratio i.e.,
58%, the compressive strength, splitting tensile strength
and flexural strength for both grades of concrete is de-
creased.
• The compressive strength of concrete is increased by
4.96% for M40 grade of concrete and 4.74% for M60 grade
of concrete, when the FA/TA ratio was increased from
55% to 57%.
• The compressive strength of concrete is decreased by
4.89% for M40 grade of concrete and 4.22% for M60 grade
of concrete, when the FA/TA ratio was increased from
57% to 58%.
• The splitting tensile strength of concrete is increased
by 12.79% for M40 grade of concrete and 8.30% for M60
grade of concrete, when the FA/TA ratio was increased
from 55% to 57%.
• The splitting tensile strength of concrete is decreased
by 10.71% for M40 grade of concrete and 9.25% for M60
grade of concrete, when the FA/TA ratio was increased
from 57% to 58%.
• The mechanical properties of SCC is not significantly
affected by increased ratio of fine aggregate to total aggre-
gate up to 57%, but it has been decreased when the ratio
was further increased to 58%.
SCOPE OF THE FUTURE WORK
• Structural properties, Shrinkage characteristics, Creep
characteristics of SCC can be investigated.
REFERENCES
• De Schutter .G (2005) “Guidelines for testing fresh Self-
compacting concrete” A journal of measurement of prop-
erties of fresh self compacting concrete.
• “EFNARC” Specifications (2002) “Specification and
guidelines for Self Compacting Concrete”.
• Hajime Okamura and Mashaor Ouchi (2003), “Self-Com-
pacting concrete” journal of Advanced Concrete Technol-
ogy Vol.1, No.1, pp. 5-15, April 2003.
• Hibino, M., Okamura, M., and Ozawa, K. (1998). “Role
of Viscosity Modifying Agent in Self-Compatibility of Fresh
Concrete”. Proceedings of the Sixth East-Asia Conference
on Structural Engineering & Construction, 2, pp. 1313-
1318.
• KAZUMASA OZAWA (1988), Domone et al (1999), and
Gibbs et al (1999) “Self-Compacting concrete” journal
of Advance Concrete Technology Vol.1, No.1,5-15, April

10. 192
International Journal of Research and Innovation (IJRI)
(1999).
• Nan Su - Cement and Concrete Composites 25 (2003)
“A new method for mix design of medium strength flowing
concrete with low cement concrete” pp. 215-222
• Nan Su, Kung-Chung H su and His Wen Chai (2001). “A
Simple mix design method for Self Compacting Concrete”
Cement and Concrete Research 31 (2001) 1799-1807.
• Ouchi, M., Hibino, M., Sugamata, T., and Okamura, H.
(2001). “A Quantitative Evaluation Method for the effect of
Super plasticizer in Self Compacting Concrete”, Transac-
tions of JCI, pp. 15-20.
• Shetty M.S. (2006) Concrete Technology S.Chand &
Company LTD
• Subramanya Chattopadhyay “Development of Self Com-
pacting under water” ACI Materials Journal, V.96 No.3,
May-June, pp. 346
• Khayat, K.H., (1999) “Workability, Testing and perfor-
mance of Self consolidated Concrete” ACI Materials Jour-
nal, V.96 No.3, May-June, pp.346-352.
• Su J.K., Cho S. W., Yang C. C. and Huang R (2002) “Ef-
fect of sand ratio on the elastic modulus of Self compact-
ing concrete” Journal of marine science and technology,
vol-10,No.1, pp. 8-13.
Author
J.P.Alankruta
Research Scholar,
Department of Civil Engineering,
Aurora's Scientific Technological and Research Academy,
Bandlaguda,Hyderabad,
India.
S.Uttamraj
Assistant Professor,
Department of Civil Engineering,
Aurora's Scientific Technological and Research Academy,
Bandlaguda,Hyderabad,
India.