Influence of metakaolin_and_flyash_on_fresh_and_hardened__properties_of_self_compacting_concrete-libre

INTERNATIONAL JOURNAL OF ADVANCED RESEARCH IN
International Journal of Advanced Research in Engineering and Technology (IJARET), ISSN 0976 –
6480(Print), ISSN 0976 – 6499(Online) Volume 4, Issue 2, March – April (2013), © IAEME
ENGINEERING AND TECHNOLOGY (IJARET)
ISSN 0976 - 6480 (Print)
ISSN 0976 - 6499 (Online)
Volume 4, Issue 2 March – April 2013, pp. 223-239
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© I A E M E
INFLUENCE OF METAKAOLIN AND FLYASH ON FRESH AND
HARDENED PROPERTIES OF SELF COMPACTING CONCRETE
1 N. Krishna Murthy, 2 N. Aruna, 3 A.V.Narasimha Rao,3 I.V.Ramana Reddy,
3 B .Madhusudana Reddy, 4 M.Vijaya Sekhar Reddy
(1Engineering Department, Yogi Vemana University, Kadapa & Research Scholar of
S.V.University, Tirupati, India)
(2 P.G.Student, Department of Civil Engineering,S.V.U.College of Engg.
Tirupati,India)
(3 Professor Department of Civil Engineering,S.V.University. Tirupati,India )
(4 HOD, Department of Civil Engineering, SKIT,Srikalahasti. ,India)
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ABSTRACT
The paper presented herein investigates the effects of using supplementary
cementitious materials in binary and ternary blends on the fresh and hardened properties of
Self-Compacting Concrete (SCC). For this purpose, four mixtures were designed and
water/Cementitious ratio as 0.36 with 0.9 % of Super plasticizer cum retarder dosage by
weight. The controlled designed mix only ordinary Portland cement (SCC) as the binder
while the remaining mixtures incorporated binary and ternary cementitious blends of
OPC,Metakaolin (MK) and Fly ash (FA) . After mixing, the fresh properties of the SCC
were tested for slump flow, V-funnel flow time and L-Box ratio. Moreover, compressive and
split tensile strengths of the hardened concrete were measured at 7, 28, 90 and 180 days. Test
results have revealed that the compressive strength of the binary and ternary blends of SCC is
performed whilst the split tensile strength of the controlled concrete with all binary and
ternary concrete for all curing ages.
Keywords: self-compacting concrete, Metakaolin, Fly ash, Fresh properties, compressive
strength, split tensile strength.

224
I. INTRODUCTION
Self-compacting concrete has to fulfill contradictory requirements of high flowing
ability when it is being cast and high viscosity when it is at rest, in order to prevent
segregation and bleeding. These requirements make the use of mineral and chemical
admixtures essential for self-compacting concrete. The results of an experimental research
carried out to investigate the effect of dosages of superplasticizer. The optimization dosage
of aqueous solution of modified carboxylate super plasticizer (SP) cum retarder is a high
range water reducing agent (HRWRA).
Studies on mortar were made using binary and ternary blends of powder materials of
cement and two mineral additives such as Metakaolin, fly ash. Based on the mortar tests it is
considered that the SCC mix designs with partial replacement of MK up to 20% , Fly ash
replacements up to 30% and combinations of both MK and Fly ash as the MK is appropriate
percent as 15% with these combinations has been taken up as MK15+FA10 , MK10+FA20,
MK5+FA30 and MK20+FA20 respectively. All the 15 types of mix designs can be
considered for mortar phase tests and there are 11 types of mix designs was taken up for
fresh properties of Self Compacting Concrete (SCC) .Among these mixes of SCC it is
considered the combinations of above mixes can be performed for the hardened properties
such as compressive strength for 7, 28, 90 and 180 days. The split tensile strength for 28, 90
and 180 days.
The self compacting concrete was first developed in Japan to improve the
reliability and uniformity of concrete in 1988 (Okamura, 1999). However, to design a
proper SCC mixture is not a simple task. Various investigations have been carried out in
order to obtain rational SCC mix-design methods. The establishment of methods for the
quantitative evaluation of the degree of self-compatibility is the key issue in establishing the
mix design system (Noor et al. 1999). Okamura and Ozawa (Okamura, 1999) have proposed
a simple mixture proportioning system. In this method, the coarse, fine aggregate contents,
w/b and percentage of SP dosage kept constant so that self-compatibility can be achieved.
Water/powder ratio is usually accepted between 0.9 and 1.0 in volume, depending on
the properties of the powder (Noor et al. 1999, Sedran et al.1999). In Sweden, Petersson
and Billberg (1999) & Emborg(1999) developed an alternative method for mix design
including the criterion of blocking, void and paste volume as well as the test results derived
from paste rheology studies.
Many other investigators have also dealt with the mix-proportioning problems of
SCC (Sedran et al.1999, Bui et.al.1999, Roshavelov, 1999). Some design guidelines have
been prepared from the acceptable test methods (EFNARC, 2002). Self compacting
concrete is also made from the same basic constituents as conventional concrete, but mix
proportions for SCC differ from those of ordinary concrete. The Self compacting concrete
contains more powder content, less coarse aggregates, high range water reducing
superplasticizer (SP) in larger amounts and frequently a viscosity modifying. The described
project was concluded and confirms that the fresh properties defined for mortar phase are
adequate to produce self-compacting concretes.
However, the results presented in this paper represent only the first step of the
project concerning the mortar phase of SCC. The use of self-consolidating concrete (SCC)
has grown tremendously since its inception in the 1980s.
Different from a conventional concrete, SCC is characterized by its high flow ability
at the fresh state. Among the existing test methods, slump flow test, using the traditional

slump cone, is the most common testing method for flow ability (or filling ability). During
the test, the final slump flow diameter and T50 (time needed for concrete to reach a
spread diameter of 50 cm are recorded. The U-Box, L-Box are used for the evaluation of
passing ability. These fresh properties are governed by the rheological properties of the
material and some studies have been conducted in the lab to investigate the L-box test.
Segregation resistance is another important issue for SCC. Surface settlement test and the
penetration test are two methods to evaluate the resistance to segregation of SCC in the field.
The objective of this paper is to study a set of test method and performance based
specifications for the workability of structural SCC that can be used for casting
highly restricted or congested sections. Proven combinations of test methods to assess
filling capacity and stability are proposed and should be of interest to engineers and
contractors using SCC.
The link between flow properties and the formulation is actually one of the key-issues
for the design of self-compacting concretes (SCC). As an integral part of a SCC, self-compacting
mortars (SCMs) may serve as a basis for the design of concrete since the
measurement of the rheological properties of SCCs is often impractical due to the need for
complex equipment.
This paper discusses the properties of SCC with mineral admixtures. Ordinary
Portland cement (OPC), Metakaolin (MK), and fly ash (FA) were used in binary (two-component)
and ternary (three-component) cementititios blends. SCC were tested by using
Abrams Slump Cone Test, V-funnel, L-Box ratio. Moreover, development in the
compressive strength and Split Tensile Strength of the hardened SCC were determined at 7,
28, 90 and 180 days. Test results have shown in Table.1,2 and 3. The incorporation of FA
and MK in the ternary blends improved the fresh properties and rheology of the mixtures
when compared to those containing binary blends.
225
I1. EXPERIMENTAL PROGRAM
According to SCC mix design with the available materials. 0%, 5%,10% 15%,
20%,25% and 30% of replacement of cement with Metakaolin, 0%, 10%, 20%, 30% ,and
40% of replaced with class f fly ash and combinations of both Metakaolin and fly ash with
(MK15+FA10) (MK10+FA20), (MK5+30FA) and (MK20+FA20) water/cementitious ratios
by weight (w/cm) 0.36 and 0.9% by weight of SP cum retarder. It is observed that for the
same cementitious proportions, the optimum dosage of SP cum retarder is the same for the
mixes having w/cm 0.36. In this study, an experimental program was conducted to
investigate the effects of mineral admixtures used in binary (two components), ternary (three
components), cementations blends on the transport and mechanical properties of self
compacting concretes. The fresh properties of the produced self compacting concretes were
observed through slump flow diameter, slump flow time, V-funnel flow time, L-box height
ratio.
The hardened concretes were tested for the compressive strength, splitting tensile
strength, for the evaluation of mechanical properties. The test results revealed that it is
possible to produce SCC blends of Metakaolin and fly ash improved the fresh properties
Metakaolin had adverse effect on the fresh properties. Mechanical properties of produced
SCCs improved with Metakaolin but decreased with FA. It was observed that use of mineral
admixtures as binary and ternary blends.

226
II1. MATERIALS AND METHODS
This section will present the chemical and physical properties of the ingredients.
Bureau of Indian Standards (IS) and American Society for Testing and Materials (ASTM)
procedures were followed for determining the properties of the ingredients in this
investigation.
3.1. CEMENT
Ordinary Portland Cement 43 grade of Zuari brand was used corresponding to IS-
8112(1989).The specific gravity of cement is 3.15.
3.2. ADDITIVE OR MINERAL ADMIXTURE
Metakaolin manufactured from pure raw material to strict quality standards.
Metakaolin is a high quality pozzolanic material, which blended with Portland cement in
order to improve the strength and durability of concrete and mortars. Metakaolin removes
chemically reactive calcium hydroxide from the hardened cement paste. It reduces the
porosity of hardened concrete. Metakaolin densified and reduces the thickness of the
interfacial zone, this improving the adhesion between the hardened cement paste and
particulars of sand or aggregate. Metakaolin procured from 20 Microns company Vadodara,
Gujarat, India and Class F fly ash from Rayalaseema Thermal Power Plant (RTPP),
Muddanur, A.P,India is used as additives according to ASTM C 618 . As per IS-456(2000),
cement is replaced by weight of material. The specific gravity of Metakaolin is 2.5 and fly
ash is 2.12
3.3. CHEMICAL ADMIXTURES
Sika Viscocrete-10R3 as high performance super plasticizer(HPSP)cum retarder. As
per the production data and technical data which is supplied by the Sika group .Sika
Viscocrete-10R3 is a third generation super plasticizer for concrete and mortar. It meets the
requirements for super-plasticizers according SIA162(1989) and as per EN934-2.
3.4. COARSE AGGREGATE
Crushed granite stones of size 16mm and 12.5mm are used as coarse aggregate. As
per IS: 2386 (Part III)-1963 [6], the bulk specific gravity in oven dry condition and water
absorption of the coarse aggregate are 2.66 and 0.3% respectively. The dry-rodded unit
weight (DRUW) of the coarse aggregate with the coarse aggregate blending 60:40 (16mm
and 12.5mm) as per IS: 2386 (Part III) 1963 is 1608 kg/m3.
3.5. FINE AGGREGATE
Natural river sand is used as fine aggregate. As per IS: 2386 (Part III)-1963, the bulk
specific gravity in oven dry condition and water absorption of the sand are 2.6 and 1%
respectively.
3.6. WATER
Potable water is used for mixing and curing of the SCC mixes

227
3.7. METAKAOLIN
Metakaolin manufactured from pure raw material to strict quality standards.
Metakaolin is a high quality pozzolanic material, which blended with Portland cement in
order to improve the strength and durability of concrete and mortars. Metakaolin removes
chemically reactive calcium hydroxide from the hardened cement paste. It reduces the
porosity of hardened concrete. Metakaolin densified and reduces the thickness of the
interfacial zone, this improving the adhesion between the hardened cement paste and
particles of sand or aggregate.
3.8. PROPERTIES OF METAKAOLIN
Metakaolin grades of Calcined clays are reactive allumina silicate pozzolanic
formed by calcining very pure hydrous China clay. Chemically Metakaolin combines with
Calcium Silicate and Calcium processed to remove uncreative impurities producing almost
100 percent reactive material. The particle size of Metakaolin is significantly smaller than
cement particles. IS:456-2000 recommends use of Metakaolin as mineral
admixture.Metakaolin is a thermally structure, ultrafine pozzolanic which replace
industrial by - products such as silica fume / micro silica. Commercial use of
Metakaolin has already in several countries worldwide. Metakaolin removes chemically
reactive calcium hydra oxide from the hardened cement paste. Metakaolin reduces the
porosity of hardened concrete. Metakaolin densities reduces the thickness of the interfacial
zone, this improving the adhesion between the hardened cement paste and particles of sand
or aggregate. Metakaolin is produced by heat treating kaolin, a natural, finely divided,
aluminosiliceous mineral, heating to 1200 to 1650°F (650 to 900°C) alters its structure,
producing a highly reactive supplementary cementitious material that is widely available for
use in concrete construction. ASTM C618 and AASHTO M 295 classify metakaolin as a
Class N (or natural) pozzolan. Blending with Portland cement Metakaolin improves the
properties of concrete and cement products considerably by increasing compressive and
flexural strength, providing resistance to chemical attack, reducing permeability
substantially, preventing Alkali-Silica Reaction, reducing efflorescence & Shrinkage and
protecting corrosion
3. 9. Fly Ash
Flyash, known also as pulverized–fuel ash, is the ash precipitated electro-statically
from the exhaust fumes of coal-fired power stations, and is the most common artificial
pozzolana. Flyash is the most commonly used pozzolana with cement. Class F fly ash from
Rayalaseema Thermal Power Plant (RTPP), Muddanur, A.P, India is used as an additives
according to ASTM C 618 cement is replaced by weight of material. The specific gravity of
fly ash is 2.12
3.10. Chemical Admixtures
Sika Viscocrete 10R3 is used as high range water reducer (HRWR) SP cum retarder
is used. The properties of the chemical admixtures as obtained from the manufacturer are
presented. Properties of Chemical Admixtures Confirming to EN 934-2 and SIA162 (1989)

228
3.11. Effect of SP cum retarder and T20
The influence of Metakaolin used as partial replacement of cement on behavior
of cement based suspense–rheological properties of fresh mix and strength characteristics of
cement . Knowledge found b y r e s e a r c h o f modified cement paste implies behavior of fresh
and hardened concrete. On the basis of experimental investigations it can be concluded that the
influence of SP cum retarder on mortar spread and T20 (viscosity) for the Mixes is shown in
Table 1.It is observed that as the SP cum retarder dosage increases, the spread of mortar increases
and T20 decreases. Spread reaches the maximum value and T20 reduces to the minimum at a
specific SP dosage.
This point is referred as saturation point. Beyond this saturation point, adding SP
causes decrease in mortar spread and increase in T20. Adding even more SP leads to
segregation of mortar. So, it is practically seen that before reaching the saturation point,
the addition of SP increases the spread and decreases T20. After the saturation point, the
addition of SP leads to decrease in the spread and increase in T20.
For this mix, maximum spread was arrived at 0.9% SP dosage as shown in Figure
5. So, it is the optimum dosage of SP for the entire experimental investigations for the 15
type’s mixes. Higher amount of super plasticizer increases workability of fresh mix. Higher
addition of Metakaolin also enhances workability. Dosage of 15% of Metakaolin causes
decrease of workability of suspension in time. Increasing amount of perceptual proportion o f
Metakaolin i n c o n c r e t e mix seems to require higher dosage of super plasticizer to
ensure longer period of workability. Addition of metakaol in increases also final
strength of cement. Compressive strength was growing with higher dosage o f
a d d i t i ve . Since the amount of 15% Metakaolin results in loss of viscosity in
time, it seems appropriate to use dosage of 10% by volume of cement. Spread
measurement (mini cone).This test is carried out by using a mini cone (diameters: 100mm
and 70mm, height: 60 mm). The truncated cone mould is placed on a glass plate, filled with
paste and lifted. The resulting final diameter of the fresh paste sample is the mean value of
two measurements made in two perpendicular directions
Fig.3. Surface finishes of NVC and SCC Fig.4. Different Types of Mix Designs

Fig. 5. Fresh Properties of Self Compacting Concrete
Fig :6. Abrams Slump Cone Spread Fig :7. SCC Spread with high viscosity
Fig .8. Fig. 9. Fig. 10
Fig. 8 &9 .SCC spread with high viscosity Fig: 10. Spread with Bleeding &
Seggregation
229

Fig.11. Highly Stable Flow Fig.12.Stable Flow
Fig.13.Un Stable Flow Fig.13.Highly Un Stable Flow
Table.1. Fresh Properties of Self Compacting Concrete
Fig :14. L-Box Flow Fig.15 .Performing L-Box Ratio Fig16. .Blocking Of SCC in L-Box
230

Fig.17.V-Funnel Test Set up Fig.18.Performing V-Funnel Test.
231
Sl.
No.
Designation
of Mix
% (By
Wt.)of
MK/FA/
MK+FA
Slump
Flow
( mm)
T50 cm
( Sec.)
V-Funnel Time( sec.) L-Box
ratio
(h1/h2)
Initial T5 Min
1 SCC(Controlled
mix)
0
705 3.7 7.7 10.24 0.94
2 MK 5 5 692 3.9 6.9 8.15 0.92
3 MK10 10 684 4.1 7.2 8.94 0.9
4 MK15 15 670 4.4 7.7 9.54 0.89
5 MK20 20 657 4.8 8.2 10.26 0.86
6 MK25 25 636 5.4 9.3 13.97 0.74
7 MK30 30 584 5.6 10.2 15.24 Blocked
8 FA10 10 708 3.6 7.9 10.54 0.91
9 FA20 20 720 3.4 7.2 8.98 0.93
10 FA30 30 735 3.3 6.5 7.76 0.96
11 FA40 40 752 3.9 6.9 7.92 1.00
14 MK15+FA10 25 708 4.0 7.25 8.98 0.85
13 MK10+FA20 30 715 3.8 6.85 8.44 0.88
12 MK 5+FA30 35 722 3.5 6.2 7.74 0.93
15 MK20+FA20 40 710 4.6 8.8 12.26 0.72
Table.1.Fresh properties of Self Compacting Concrete
IV. RESULTS AND DISCSSIONS
4.1. Fresh properties (workability Tests): Slump flow, V-funnel at 5 minutes, L-box
tests were performed in the laboratory according to EFNARC specifications on fresh
SCC mixes to find filling ability, passing ability and segregation resistance. The fresh state
properties of SCC mixes are shown in Table 1. Fresh properties of SCC mixes were carried
out in this investigation . There are 15 types of mixes has been performed and compared
with with SCC Controlled Mix as 0% replacements of mineral admixtures . Replacements
with Metakaolin from 5% to 30% , Fly ash from 10% to 40% and combination of both
Metakaolin and fly ash taken up as shown in table.1 Fresh properties of concrete obtained
from the tests such as slump test, T50 Time, L-Box, V-Funnel test are given in table 1. The
values have been compared with the recommended values.

4.2. Abrams Slump cone Test: These test results has provided some typical values as
dosage of SP cum retarder was used constantly. When the replacement levels of Metakaolin
is increases the slump flow spread is decreases as it is known, its presence makes the
mixtures less workable On the contrary, incorporating of FA originates higher workability. If
increases the dosage of Fly ash the slump flow spread are increases. In practice one can say
that the synergic effect of these two additions complement each other as FA provide a
mitigating effect of using MK.
4.3. V-funnel Test: It is used to measure the flowability and dynamic stability of the SCC
mixture. The test consists of a V-shaped funnel capabl of holding 12 litres of SCC and
equipped with a gate on the bottom of the device. The funnel is filled with SCC and the
time required for the material to follow out is recorded.
The test can also be completed with a second sample held in the funnel for 5
minutes and the result V- funnel time can be compared to the initial reading. This test
method evaluates the viscosity of the SCC and its ability to flow through a restricted opening
without segregation. This test method is typically used for product prequalification. As
performed the L-Box ratio MK dosages are up to 20% are in the specified limit beyond this
the EFNARC are not supported. In case of FA up to 30 % of replacements are within the
limit beyond this cannot supported the guidelines as shown in in table.1
4.4. L-box ratio test: This test method is used to evaluate the flow properties and passing
ability of SCC when confined by formwork and forced to flow around reinforcing steel. The
test method consists of placing SCC inside the upper portion of an L- shaped box and
measuring the height of the concrete once the gate is opened and the SCC flows around
the rebar and 800 mm down the bottom of the L-box. This test method is only used for
product prequalification as given in table.1 according to the L-box test MK dosage can be
considered up to 20% beyond this it lead to blocking of concrete. The FA dosages can be
considered up to 30% beyond this it has bleeding and segregation. The combination of both
may be up to MK5+FA30 and MK20+FA20 are economical mix but there is some adverse
effect on L-box ratio as shown in table.1.
232
4.5. Compressive strength of SCC
The compressive strength of MK, FA and their combination blended SCC specimen
are shown in Table.2. According to results SCC with MK and combination of MK and FA
show higher compressive strength than normal SCC (SCC with 0% replacement of cement).
It is interesting to see that the compressive strength of SCC with 15% MK and 10 % FA was
higher than that of the normal SCC. The compressive strength of SCC decreases when the
amount of cement replacement by FA is higher than 20%. It may be due to the fact of
increasing the workability properties of the SCC with FA. This result shows the benefit of
using FA in combination with MK to produce SCC with higher replacement of cement about
40% (20% MK + 20% FA). 15% MK and 10 % FA was higher than that of the normal SCC
MK10 and FA20 is also increases its tensile strength after 28 days of curing due to the
influence of fly ash can perform at later age of concrete as per fig.22.MK5 and FA30 can
perform continuously decreases its strength as compared to controlled concrete. Comparison
of the data for 7, 28, 90 and 180 days of curing time shows that the compressive strength
increases with MK up to 15%, FA up to 30% and combination of MK and FA up to 35%.

Fig.19.Cube moulds Fig.20. SCC Cubes for Testing
Fig.21. Compressive Strength Test Set up and Failure Patterns
233
S.
No.
Designation of
Mix
% (By Wt.)of
MK/FA/ MK+FA
Compressive Strength-N/mm2
7 Days 28 Days 90 days 180Days
1
SCC
(Controlled Mix)
0 43.7 62.22 64.44 65.18
2 MK15+FA10 25 45.48 65.18 70.07 72.3
3 MK10+FA20 30 42.22 60.3 65.33 68.59
4 MK5+FA30 35 35.56 50.07 56.59 60.44
Table.2. Compressive Strength

SCC(Controlled Mix) MK15+FA10 MK10+FA20 MK5+FA30
234
74
72
70
68
66
64
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
Compressive Strength in MPa
Designation Of Mix
7days
28 Days
90 Days
180 Days
Fig.22. Compressive Strength of SCC mixes for 7, 28, 90 and180 Days curing
4.6. Splitting tensile strength of SCC
The splitting tensile strength of MK, FA and combination of MK and FA blended
SCC after 28, 90 and 180 days of curing are shown in Fig. 5 and 6. It can be clearly seen
that the splitting tensile strength value increases with MK content up to 20%, FA content
up to 30% and combination of MK and FA up to 35%, and then at 20% MK the splitting
tensile strength is higher than the normal SCC. But at 30% FA, the splitting tensile strength
is lower than the Normal SCC. It is interesting to see that the Split tensile strength of SCC
with 15% MK and 10 % FA was higher than that of the normal SCC. MK10 and FA20 is
also increases its tensile strength after 28 days of curing due to the influence of fly ash can
perform at later age of concrete as per fig.24

Fig.23. Test Set Up of Split Tensile Strength and its Failure Patterns of Specimens
SCC(Controlled Mix) MK15+FA10 MK10+FA20 MK5+FA30
235
6.0
5.8
5.6
5.4
5.2
5.0
4.8
4.6
4.4
4.2
4.0
3.8
3.6
3.4
3.2
3.0
Split Tensile Strength in MPa
Designationof Mix
28Days
90 Days
180 Days
Fig.24. Split Tensile Strength of SCC mixes for 7, 28, 90 and180 Days curing
S.No.
Designation
of Mix
% (By Wt.)of
MK/FA/
MK+FA
Split Tensile Strength-N/mm2
28 Days 90Days 180 Days
1
SCC
(Controlled Mix)
0
4.95 5.23 5.42
2 MK15+FA10 25 5.28 5.80 5.89
3 MK10+FA20 30 4.86 5.56 5.71
4 MK5+FA30 35 4.15 4.76 4.95
Table.3. Split Tensile Strength
IV. CONCLUSIONS
Based on the experimental investigation the test results can taking into account of
findings from this study, the following conclusions can be drawn:
1. Incorporation of MK as partial replacement of cement in to OPC pastes causes
substantiates changes in the chemical composition of the pore solution phase of the
hydrated material.
2. There are 4 types of mix designs has been attempted on Self Compacting concrete
of Controlled SCC(0% replacement of OPC) as a Controlled mix , and combination
with MK15%+FA10% ,MK10%+FA20% and MK5%+FA30% are performed .
3. Based on the test results according to the EFNARC 2002 and 2005 guidelines and its
specifications can be taken up for the further studies of durability studies.

4. When Metakaolin which has a lower loss on ignition value compared to OPC is used
to partially replacement of OPC, It resistance to water permeability is substantially
improved. This is due to the fact that MK is finer than OPC and producing of an
additional calcium silicate hydrate (C-S-H) gel, blocking existing pores and altering
pore structures.
5. Metakaolin helps in enhancing the early age mechanical properties as well as long-term
properties of cement paste/mortar/concrete. Partial replacement of cement
with MK reduces the water penetration into concrete by capillary action.
6. The increase in workability is primarily due to the high surface area of the fly-ash.
Fresh concrete containing fly-ash is more cohesive and less prone to segregation. As
the fly-ash content increased, the concrete may appear to become sticky.
7. Concrete containing fly-ash normally does not segregate appreciably because of
the fineness of the fly-ash and the use of HRWRA. Concrete containing fly-ash shows
significantly reduced bleeding. This effect is primarily by the high surface area of the
fly-ash to be wetted, there is very little water left in the mixture for bleeding.
8. The colors of the fresh and hardened concretes containing fly-ash are generally
darker than the conventional concrete. Statistical experimental design can be used to
systematically investigate the selected range of combination of ingredients for the
desired characteristics.
9. The compressive strength and Split tensile strengths of all ternary blends performed
better than SCC controlled concrete except 35% of MK5+FA30 due to higher dosage
of FA. Moreover, the ternary use of MK and FA improved the deficiencies of SCC
with binary blends of FA.
10. The combination of MK and FA can be fixed based on the synergic effect of mineral
additives such as MK content increases and FA content is decreasing manner due
to as per IS specifications should not exceed 35 % of powder and also not permitted
the EFNARC guidelines for mortar tests .So, that the mixes has been taken
MK15%+FA10%.
11. There is a good synergic effect between MK and FA on the mechanical and transport
properties of SCC. According to the results obtained controlled concrete shows
higher slump flow and other mixes are continuously decreases its slump spread in
mm due to effect of additive of Metakaolin. In other hand initial time taken for
spread in diameter. It is observed that when the spread decreases time will be
increases based on the mineral additive.
12. Compressive strength reduces when cement replaced by fly ash. As fly ash
percentage increases compressive strength and split tensile strength is decreases.
13. Use of fly ash in concrete can save the coal & thermal industry disposal costs and
producea‘greener’concrete for construction.
14. The cost analysis indicates that percent cement reduction decreases cost of
concrete, but at the same time strength also decreases.
15. This research concludes that Metakaolin and fly ash can be innovative supplementary
cementitious materials but judicious decisions are to be taken by the engineers.
236

237
REFERENCES
[1] Bertil Persson, “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.
[2] 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.
[3] 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.
[4] Dr. R. Sri Ravindrarajah, D. Siladyi and B. Adamopoulos, “Development of High-
Strength Self-Compacting Concrete with reduced Segregation
Potential”,Proceedings of the 3rd International RILEM Symposium, Reykjavik,
Iceland, 17-20August 2003, Edited by O. Wallevik and I. Nielsson , (RILEM
Publications), 1 Vol., 1048 pp., ISBN: 2-912143-42-X, soft cover.
[5] Hajime okamura and Masahiro ouchi, “Self Compacting Concrete”, Journal of
Advanced Concrete Technology, volume 1,2003, pp 5-15.
[6] Mohammed Sonebi, “Medium strength self-compacting concrete containing fly ash:
Modelling using factorial experimental plans”, Cement and Concrete Research, 34,
2004, pp 1199–1208.
[7] Mustafa Sahmaran, Heru Ari Christianto and Ismail Ozgur Yaman, “The effect of
chemical admixtures and mineral additives on the properties of self-compacting
mortars”, Cement & Concrete Composites, 28,2006,pp 432–440.
[8] Mustafa Sahmaran and I. Ozgur Yaman, “Hybrid fiber reinforced self-compacting
concrete with a high-volume coarse fly ash”,Construction and Building Materials,
21, 2007, pp 150–156.
[9] Burak Felekoglu, Selcuk Turkel and Bulent Baradan, “Effect of water/cement ratio
on the fresh and hardened properties of self- compacting concrete”, Building and
Environment, 42, 2007,pp1795–1802.
[10] Binu Sukumar, K. Nagamani and R. Srinivasa Raghavan, “Evaluation of
strength at early ages of self-compacting concrete with high volume fly ash”,
Construction and Building Materials,2007, pp 1-8
[11] Burak Felekoglu and Hasan Sarıkahya, “Effect of chemical structure of
polycarboxylate based superplasticizers on workability retention of self-compacting
concrete”, Construction and BuildingMaterials, 2007, pp 1-9.
[12] M. A. Ahmadi, O. Alidoust, I. Sadrinejad, and M. Nayeri, “Development of
Mechanical Properties of Self Compacting Concrete Contain Rice Husk Ash”,
World Academy of Science, Engineering and Technology, 34, 2007, pp 168-171.
[13] Andreas Leemann and Frank Winnefeld, “The effect of viscosity modifying agents on
mortar and concrete”, Cement & Concrete Composites, 29, 2007, pp 341–349.
[14] Halit Yazici, “The effect of silica fume and high-volume Class C fly ash on mechanical
properties, chloride penetration and freeze– thaw resistance of self-compacting
concrete”, Construction and Building Materials, 2007, pp 1-7.
[15] J.M. Khatib, “Performance of self-compacting concrete containing fly ash”,
Construction and Building Materials, 22, 2008, pp 1963–1971

[16] Shazim Ali Memon, Muhammad Ali Shaikh and Hassan Akbar, “Production of Low
Cost Self Compacting Concrete Using Rice Husk Ash”, First International
Conference on Construction in Developing Countries (ICCIDC–I), “Advancing and
Integrating Construction Education, Research & Practice”, August 4-5, 2008, Karachi,,
Pakistan.
[17] Paratibha Aggarwal, Rafat Siddique, Yogesh 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] PETERSSON, O.; BILLBERG, P., “Investigation on Blocking of Self- Compacting
Concrete with Different Maximum Aggregate Size and Use of Viscosity Agent Instead
of Filler”, in Proceedings of the 1st International RILEM Symposium on SCC, Sweden,
Sept. 1999, p. 333-344.
[19] PETERSSON, O.; BILLBERG, P; BUI, V. K., “A Model for Self- Compacting
Concrete”, in Proc. of RILEM Intern. Conf. on Production Methods and Workability of
Fresh Concrete, Paisley, June 1996, Ed. Bartos PJM, Marrs DL, and Cleland DJ, E&FN
Spon; London, p 484-492.
[20] Pedersen B, Smelpass S. The relationship between the rheological properties of SCC
and the corresponding matrix phase. Wallevik OH, Nielsson I, RILEM Publications
S.A.R.L., Bagneux, France, 2003, pp. 106121.
[21] TANGTERMSIRIKUL, S.; BUI, V.K., “Blocking Criteria for Aggregate Phase of Self-
Compacting High Performance Concrete”, in Proceedings of Regional Symposium on
Infrastructure Development in Civil Thailand Engineering, December, 1995, Bangkok,
p. 58-69.
[22] BUI, V. K.; MONTGOMERY, D., “Mixture Proportioning Method for Self-
Compacting High Performance Concrete with Minimum Paste Volume”, in
Proceedings of the 1st International RILEM Symposium on SCC, Sweden, ISBN: 2-
912143-09-8, Sept. 1999, p. 373-384.
[23] NEPOMUCENO, Miguel, “Methodology for self-compacting concrete mix-design”, in
PhD thesis, Covilhã, UBI, Portugal, March, 2006.
[24 DOMONE, P.L.J.; JIN, J.z “Properties of Mortar for Self-compacting Concrete”, in
Proceedings of the 1st International RILEM Symposium on SCC, Sweden, ISBN:
2-912143-09-8, Sept. 1999, p. 109-12
[25] DOMONE, P.,” Mix Design”, in Self-Compacting Concrete: State-of-the- Art Report of
RILEM Technical Committee 174-SCC, RILEM Publications S.A.R.L., ISBN: 2-
912143-23-3, 2000, p. 49-65.
[26] NAWA, T. ; IZUMI, T. ; EDAMATSU, Y., “State-of-the-art Report on Materials and
Design of Self-Compacting Concrete”, in International Workshop on Self-Compacting
Concrete, Japan Society of Civil Engineers, Japan, August, 1998, p. 160-190.
[27] OKAMURA, H.; OZAWA, K.; OUCHI, M., “Self-Compacting Concrete”, in Structural
Concrete: Journal of the fib, vol.1, No. 1, Thomas Telford Ltd, March 2000, p. 3-17.
[28] OUCHI, M.; HIBINO, M.; OZAWA, K.; OKAMURA, H., “A Rational Mix-Design
Method for Mortar in Self-Compacting Concrete”, in Proceedings of the Sixth East-
Asia-Pacific Conference on Structural Engineering Construction, Taipei, Taiwan,
1998, p. 1307-1312
[29] SEDRAN, T.; LARRARD, F., “Optimization of Self-Compacting Concrete Thanks to
Packing Model”, in Proc. of the 1st Intern. RILEM Symposium on SCC, Sweden, ISBN:
2-912143-09-8, Sept. 1999, p. 321-332.
238

[30] PETERSSON, O.; BILLBERG, P., “Investigation on Blocking of Self- Compacting
Concrete with Different Maximum Aggregate Size and Use of Viscosity Agent Instead
of Filler”, in Proceedings of the 1st International RILEM Symposium on SCC, Sweden,
Sept. 1999, p. 333-344.
[31] PETERSSON, O.; BILLBERG, P; BUI, V. K., “A Model for Self- Compacting
Concrete”, in Proc. of RILEM Intern. Conf. on Production Methods and Workability of
Fresh Concrete, Paisley, June 1996, Ed. Bartos PJM, Marrs DL, and Cleland DJ, EFN
Spon; London, p 484-492.
[32] TANGTERMSIRIKUL, S.; BUI, V. K., “Blocking Criteria for Aggregate Phase of Self-
Compacting High-Performance Concrete”, in Proceedings of Regional Symposium on
Infrastructure Development in Civil Thailand Engineering, December, 1995, Bangkok,
p. 58-69.
[33] BUI, V. K.; MONTGOMERY, D., “Mixture Proportioning Method for Self-
Compacting High Performance Concrete with Minimum Paste Volume”, in Proceedings
of the 1st International RILEM Symposium on SCC, Sweden, ISBN: 2-912143-09-8,
Sept. 1999, p. 373-384.
[34] NEPOMUCENO, Miguel, “Methodology for self-compacting concrete mix-design”, in
PhD thesis, Covilhã, UBI, Portugal, March, 2006.
[35] DOMONE, P.L.J.; JIN, J.z “Properties of Mortar for Self-compacting Concrete”, in
Proceedings of the 1st International RILEM Symposium on SCC, Sweden, ISBN: 2-
912143-09-8, Sept. 1999, p. 109-120
[36] Dr. Shanthappa B. C, Dr. Prahallada. M. C, Dr. Prakash. K. B, “Effect of Addition of
Combination of Admixtures on the Properties of Self Compacting Concrete Sub-Jected
to Alternate Wetting and Drying” International Journal Of Civil Engineering
Technology (IJCIET) Volume 2, Issue 1, 2011 pp. 17 - 24, Issn Print: 0976 - 6308, Issn
Online: 0976 - 6316.Published By IAEME
[37] Abbas S. Al-Ameeri and Rawaa H. Issa, “Effect Of Sulfate On The Properties Of Self
Compacting Concrete Reinforced By Steel Fiber” International Journal Of Civil
Engineering Technology (IJCIET) Volume 4, Issue 2, 2013 pp. 270 - 287, Issn Print:
0976 - 6308, Issn Online: 0976 - 6316.Published By IAEME
[38] N. Krishna Murthy, A.V. Narasimha Rao, I .V. Ramana Reddy, M. Vijaya Sekhar
Reddy, P. Ramesh, “Properties of Materials Used in Self Compacting Concrete (Scc)”
International Journal of Civil Engineering Technology (IJCIET) Volume 3, Issue 2,
2013 pp. 353 - 368, Issn Print: 0976 - 6308, Issn Online: 0976 - 6316.Published By
IAEME
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