EXPERIMENTAL STUDIES ON HIGH PERFORMANCE CONCRETE USING METAKAOLIN

International Journal of Research and Innovation (IJRI)
1401-1402
International Journal of Research and Innovation (IJRI)
EXPERIMENTAL STUDIES ON HIGH PERFORMANCE CONCRETE USING
METAKAOLIN
Y Raja Latha 1 , Damera Ramachander 2 ,
1 Research Scholar, Department of Civil Engineering, Aurora’s Technological and Research Institute, Hyderabad,India.
2 Associate professor, Department of Civil Engineering, Aurora’s Technological and Research Institute, Hyderabad,India.
Abstract
In this present experimental investigation an attempt is made to the strength and behavior of the meta kaolin, super
plasticiser and other chemicals on high performance concrete. Cement is replaced by 0%, 20% of Metakaolin by volume
of concrete, thus resulting in the increase in strength. Super-plasticizer is used to increase the workability of concrete,
increase the density and strength. It can permit the reduction in the water cement ratio up to 15%,.Dosage of superplasticizer
is 1.5% by weight of cement.
*Corresponding Author:
Y Raja Latha,
Research Scholar, Department of Civil Engineering,
Aurora’s Technological and Research Institute,
Hyderabad India.
Published: April 22, 2016
Review Type: peer reviewed
Volume: III, Issue : II
Citation: Y Raja Latha, Research Scholar (2016) "EXPERI-
MENTAL STUDIES ON HIGH PERFORMANCE CON-
CRETE USING METAKAOLIN"
GENERAL
High performance of concrete (HPC) widely been used
in recent years, not only for its increased compressive
strength, improved durability and economic benefits, but
also for its positive impact on the environment.
Some organic compounds are used in the concrete. A new
admixture called METAKAOLIN. Used to the two different
grade of concrete. Designed with different percentage of
Metakaolin and then its effects are observed in improving
of compressive strength and also tensile strength of concrete
at the same reducing of cost for the concrete.
General Introduction
Researchers have studied on the effect of replacement of
Portland cement by Metakaolin and also on fiber addition
on the mechanical and durability properties of ordinary
Portland cement concrete. The literature being reviewed
is given under 4 sections.
(1) Review of literature of concrete containing pozzolanic
materials such as Metakaolin.
(2) Review of literature of SFRC on impact resistance.
(3) Review of literature of SFRC on workability, compressive
strength, tensile strength and modulus of elasticity.
(4) Review of literature of OPCC & SFRC on exposure to
elevated temperatures.
(5) Review of literature of OPCC on compressive strength,
split tensile strength, flexural strength and modulus of
elasticity when exposed to different thermal cycles.
Forming Metakaolin
The T-O clay mineral kaolinite does not contain interlayer
water. The temperature of dehydroxylation depends on
the structural layer stacking order. Disordered kaolinite
dehydroxylates between 530 and 570 °C, ordered kaolinite
between 570 and 630 °C. Dehydroxylated disordered
kaolinite shows higher pozzolanic activity than ordered.
The dehydroxylation of kaolin to metakaolin is an endothermicin
nature due to the large amount of energy required
to remove the chemically bonded hydroxyl ions.
Sequence of Operation
The investigation was carried on M30 and M40 grade concrete.
Required quantities of materials are calculated Cement,
sand, Course aggregate and fly ash is thoroughly
mixed in dry mixer manually so as to obtain uniform color.
Then the required percentage of Adhesive (METAKAOLIN)
is added to the water calculated for that particular mix,
this water is added to the dry mix with a view of obtain
uniform mix. The compaction factor test and slump cone
test were carried out and the respective values were recorded
for all mixes. The molds with standard dimensions
i.e., 150mm*150mm were kept on table vibrator and the
concrete was pointed into the molds in 3 layers by poking
with tampering rod and vibrated by table vibrator. The
vibrator was used.
Casting and Curing Of Test Specimens
The specimens of Standard cubes (150mm x 150mm)
standard prisms (100mm x 100mm x 500mm) and standard
cylinders (150mm x 300mm height) 48No, were caste.
Cement was replaced by 0%, 20%, 25%, 30% for M30 and
M40 mixes and they were caste.
Curing
The test specimen cubes, prisms and cylinders were
stored in place, free from vibration in most air at 90%
relative humidity and at a temperature of 270c+_ 20c for
24 hours. Hour from the time of addition of water to the
dry ingredients. After 24 hours the specimens were demolded
and immediately immersed in clean, fresh water
tank for a period of 28 days.
240

International Journal of Research and Innovation (IJRI)
TESTING PROGRAM
Slump Cone Test
Slump cone test is the most common test used to measure
the workability both in laboratory and in field. It is
widely used because of ease in performing this test. It is
not suitable method for very wet or very dry concrete and
stiff mix.it does not measure all factors contributing to
workability. The slump was measured in/mm. as shown
in plate.
Compactions Factor Test
The test is more sensitive and precise than slump cone
test. And this test is used to determine the workability of
low water cement ratio concrete, more accurately. principle
of this test is based up on the measuring the degree of
compaction achieved by a standard amount of work done
by allowing the concrete to fall to a standard height.
Test for Compressive Strength of Concrete
On the date of testing i.e., after 28 days casting of the cube
specimens were removed from the water tank and placed
on flat surface for 10 minutes to wipe off the surface water
and grit, and also removes the projecting fineness on
the surface of the specimens. Before placing the specimen
in testing machine the bearing surfaces of the testing
machine was wiped clean, and the cube specimen also
cleaned. The cube specimen was placed in the machine
of 2000KN capacity. The load was applied approximately
140kg/sq.cm/min until the resistance of the specimen to
the increasing load to be sustained, was shown in plate.
The compressive strength of specimen was calculated by
dividing the maximum load applied on the specimen during
the test by the cross sectional area of the specimen
for which average of three values of three cubes and the
individual variation is more than 15% of the average was
observed.
DISCUSSIONS OF TEST RESULTS
According to investigation reports a part of comprehensive
study intend to decrease the contribution of Metakaolin
on concrete mixes M 30 and M40 with a w/c ratio of 0.4
and 0.36 and cement replacement levels from 0 to 20%
the optimum Metakaolin replacement level and strength
improvement of high performance of concrete have been
decreased.
COMPRESSIVE STRENGTH OF CONCRETE
The test was carried out to obtain compressive strength of
M30 and M40 grade of concrete. The compressive strength
of high performance of concrete with OPC and metakaolin
concrete at the age of 28 days and presented. There is a
significant Improvement in the strength of concrete because
of the high pozzolanic nature of the METAKAOLIN
and its void filling ability.
It can be seen from the compressive strength of both the
mixes M30 and M40 at 28 days age, with replacement
of cement by METAKAOLIN was increased gradually up
to an optimum replacement level of 20% and then decreased.
The maximum 28 day cube compressive strength of M30
grade with 20% of metakaolin was 50.65Mpsa and of
M40 grade with 20 % was 68.91 Mpa. The compressive
strength of M30 grade concrete with partial replacement
of 20% replacement shows10% greater than the control
concrete. The maximum compressive strength of concrete
in combination with METAKAOLIN depend on two parameters
namely the replacement level, water content ratio.
Sieve analysis of Fine aggregate (Weight of sample
1000g)
S.L
No
IS Sieve
Size
Weight
Retained
(g)
Cumulative
weight
retained
Cumulative
%
weight
retained
(g)
Cumulative
%
Passing
1 10mm 0.00 0.00 0.00 100.00
2 4.75mm 10.00 10.00 1.00 99.00
3 2.36mm 46.50 56.50 5.65 94.35
4 1.18mm 188.00 24.50 24.45 75.55
5 600mm 288.00 532.50 53.25 46.75
6 300mm 358.00 890.50 89.005 10.95
7 150mm 109.00 1000.00 100.00 0.00
Fineness modulus of sand = Σg/100
= 273.35/100
= 2.73
Sieve Analysis of coarse Aggregate ( Weight of sample 5000 g)
S.L
No
IS Sieve
Size
Weight
Retained
(g)
Cumulative
weight
retained
Cumulative
%
weight
retained
(g)
Cumulative
%
Passing
1 80mm 0.00 0.00 0.00 100.00
2 40mm 0.00 0.00 0.00 100.00
3 20mm 3376.50 3376.50 67.52 32.48
4 10mm 1385.00 4761.00 95.22 4.78
5 4.8mm 169.00 4930.00 98.60 1.40
6 2.4mm 70.00 5000.00 100.00 0.00
7 1.18mm 0.00 5000.00 100.00 0.00
8 600mm 0.00 5000.00 100.00 0.00
9 300mm 0.00 5000.00 100.00 0.00
10 150MM 0.00 5000.00 100.00 0.00
Fineness modulus of Coarse aggregate = Σg/100
= 761.1/100
= 7.61
Compressive Strength of Concrete for Percentages of
M30
Mix Id 7 days 28 days 56 days 90days
M0-C100 25.45 30.78 35.18 38.92
M5-C95 28 32.34 37.46 42.45
M10-C90 29.3 33.7 39.82 46.52
M15-C85 30.12 36.23 40.45 48.32
M20-C80 33.23 40.34 45.52 50.65
Compressive Strength of Concrete for M40
Mix Id 7 days 28 days 56 days 90days
M0-C100 32.68 46.8 54.87 60.6
M5-C95 34.7 50.6 57.26 62.2
M10-C90 38.4 52.4 60.32 65.25
M15-C85 41.9 53.73 63.8 66.7
M20-C80 42.67 55.26 65.24 68.91
241

International Journal of Research and Innovation (IJRI)
Based on Laboratory results the following conclusions
are drawn.
compressive strength for different percentages of Metakaolin M30
1. Cement replacement by adding METAKAOLIN leads to
increase in compressive strength up to 20% replacement
for both M30 and M40 grades of concrete. Beyond 20%
replacement compressive strength decreased.
2. There is a decrease in workability as the replacement
level increases, and hence water consumption will be
more for higher replacements.
3. From the present study it is concluded that the optimum
replacement level of cement by Metakaolin is 20%
for M30 and M40 grade of concrete.
4. The 28 days’ strength in respect of both grades of concrete
with 20% replacement of cement by Metakaolin is
maximum.
5. The addition of METAKAOLIN has further increased
initial 7 day and 28 days, 56 days’ strength as evident
from the tables.
These METAKAOLIN are causing 5-10% of increases in
the 7,28,56 days’ compression in the presence of Metakaolin.
The maximum strength at 28 days is observed with
0.20% METAKAOLIN and 20% replacement of cement Metakaolin
APPENDIX-A
Sample calculation of concrete mix proportion for M30
grade of concrete
STEP 1 SELECTION FOR PROPORTIONING
compressive strength for different percentages of Metakaolin M40
Grade designation
: M30
Type of cement
: OPC 53 grade
conforming to IS 8112
Maximum normal size of aggregate : 20mm
Minimum cement content
:320Kg/cubic m
Maximum water-cement ratio : 0.45
Workability
:100mm (slump)
Maximum cement content
: 450Kg/cubic
STEP 2 TEST FOR MATERIALS
Cement used
: OPC 53 grade
conforming to IS8112
Specific gravity of cement : 3.15
Specific gravity of METAKAOLIN : 2.62
Specific gravity of
1) Coarse aggregate : 2.74
2) Fine aggregate : 2.74
Metakaolin
Water absorption:
1) Coarse aggregate : 0.5percent
2) Fine aggregate : 0.1 percent
STEP 3 TARGET STRENGTH FOR MIX PROPORTION
Target strength= 40+1.65x5 = 48.25 N/mm 2
STEP 4 SELECTION OF WATER-CEMENT RATIO
minimum water -cement ratio =0.45
Based on experience, adopt water-cement ratio as 0.45
STEP 5 SELECTION OF WATER CONTENT
For 20mm aggregate = 186 liters Estimated water content
for 100mm slump
=186+6/100 x186
Tests for compressive strength of concrete
=197 liters
242

International Journal of Research and Innovation (IJRI)
STEP 6 CALCULATIONS OF CEMENT CONTENT
Water-content ratio = 0.45
Cement content = 197/0.45 = 437.7 kg/m
for cementitious material content = 437.7x1.1= 481.4
kg/m 3
minimum cement content for ‘severe’ exposure condition
= 360 kg/m 3
434 kg/m 3 > 360 kg/m 3 , hence, O.K.
Water content = 197 kg/m 3
So,water cement ratio = 197/481.4 = 0.40
METAKAOLIN @ 10% of total cementitious material
content =481.4x10% = 48.41kg/m 3
Cement (OPC) = 481.4-(48.41) = 432.9 kg/m 3
Author
Y Raja Latha,
Research Scholar,
Department of Civil Engineering,
Aurora’s Technological and Research Institute,
Hyderabad,India.
STEP 7 PROPORTION OF VOLUME OF COARSE AG-
GREGATE AND FINE AGGREGATE CONTENT
In the present case water-cement ratio is 0.40. Therefore,
volume of coarse aggregate is required to be increased to
decrease the fine aggregate content. As the water-cement
ratio is lower by 0.10, the proportion of volume of coarse
aggregate is increased by 0.02(at the rate of -/+ 0.01 for
every + 0.05 change in water-cement ratio).
Therefore, corrected proportion of volume of coarse aggregate
for the water-cement ratio of 0.40 = 0.62.
Volume of coarse aggregate = 0.62
Volume of fine aggregate content = 1- 0.62 = 0.38
Damera Ramachander,
Associate professor ,
Department of Civil Engineering,
Aurora’s Technological and Research Institute,
Hyderabad,India.
REFERENCES:
1.Text Books
1) N.Krishna Raju,” Design of Concrete Mixes”,Year 2005
2) A.M.Nevile,” Properties of concrete”ELBS with Longman
1987
3) M.S.Shetty,” Concrete Technology”, Year 2008
4) A.R.Santhakumar,” Concrete Technology”, Year 2011
5) M.L.Gambhir,” Concrete Technology Theory and Practice”,
Year 2012
2. IS Codes
1) IS 456-2000 code of practice for plain & reinforced cement
concrete.
2) IS 10262-2009 recommended guide line for concrete
mix design.
3) IS 9103-1999 Concrete admixture-specification.
4) IS 12269-1987 Specification for OPC 53 grades.
5) IS 383-1970 Specification for coarse aggregate and fine
aggregate from natural sources.
6) IS 650-1966 Specification for standard sand for testing
of cement.
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