Self compacting mortars of binary and ternary cementitious blending

International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308
(Print), ISSN 0976 – 6316(Online) Volume 4, Issue 2, March - April (2013), © IAEME
369
SELF COMPACTING MORTARS OF BINARY AND TERNARY
CEMENTITIOUS BLENDING WITH METAKAOLIN AND FLY
ASH
1
N. Krishna Murthy, 2
N. Aruna, 3
A.V.Narasimha Rao,3
I.V.Ramana Reddy,
4
M.Vijaya Sekhar Reddy
(1
Engineering Department, Yogi Vemana University, Kadapa & Research Scholar,
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)
ABSTRACT
This paper reports an experimental investigation on the mortar phase test with
mini slump cone for self compacting mortar (SCM). 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 of aqueous solution of modified carboxylic super
plasticizer (SP) cum retarder is a high range water reducing agent (HRWRA). The water
content and the dosage of super plasticizer were determined experimentally for each mortar.
Different percentages of cement replacement materials were used in binary and ternary
blends of cement with Metakaolin (MK), Fly ash (FA) and combination of Metakaolin and
Fly ash (MK+FA) replaced with cement. The SCM mixes had 0%, 5%, 10%, 15%, 20%,
25% and 30% of replacement of cement with Metakaolin, 0%, 10%, 20%, 30% and 40%
of replacement with class F fly ash and combinations of both Metakaolin and fly ash with
MK15+FA10), (MK10+FA20), (MK5+FA30), and (MK20+FA20) water/cementitious
ratios by weight (w/cm) 0.32 , 0.36and 0.40. Mortar mixes with w/cm 0.36 showed an
increase in the rate of flow i.e., lower viscosity at each level of SP cum retarder dosage as
compared to that of mixes with w/cm 0.32 and 0.40. A series of mortars were produced
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370
with similar flow properties of spread measured by mini slump cone adequate to produce
self-compacting concrete. It is also observed that the mortar mixes having w/cm 0.36 in
order to arrest the bleeding. Practically the mini slump cone test is the best choice for SCM
tests to evaluate the mortar spread and its viscosity (T20). Moreover, the experimental
program leads to emphasize the effects of the mixing procedure on the rheological
properties of cement pastes.
Keywords: Metakaolin, Fly ash, Mortar, Mini slump cone, self-compacting mortar, spread
test.
1 INTRODUCTION
Studies on mortar were made using binary and ternary blends of powder materials of
cement and two mineral additives such as Metakaolin, fly ash. 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-compactibility can be achieved.
Water/powder or Water/Cementitious 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 flowability 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 and L-Box were 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 the two
methods to evaluate the resistance to segregation of SCC in the field. The objective of this

371
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 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 SCMs with mineral admixtures.
Ordinary Portland cement (OPC), Metakaolin (MK), and fly ash (FA) were used
in binary (two-component) and ternary (three-component) cementitious blends. Within the
frame work of this experimental study, a total of 15 SCMs were prepared having a different
water-binder (w/b) ratio of 0.32, 0.36 and 0.40 and total cementitious materials content may
be variable according to the mineral additives. Then, the fresh properties of the mortars were
tested for mini-slump flow diameter, setting time, and viscosity. Test results have shown that
using of FA and MK in the ternary blends improved the fresh properties and rheology of the
mixtures when compared to those containing binary blends of FA or MK.
1.1 Tests on fresh mortar
Mortar tests are widely used to design and evaluate SCC. In fact, assessing the
properties of SCM is an integral part of SCC design . EFNARC 2002 (European
Federation of National Trade Associations) is the only available standard which is
dedicated to special construction chemicals and concrete systems. It describes various tests
involved in mortar tests to determine the optimum w/cm and optimum dosage of SP cum
retarder. The mini slump cone test to measure the relative slump of the mortar and mini V-
funnel test to measure the rate of flow or viscosity of the mortar.
In the present investigation, mini slump cone is used to measure the spread of
the mortar as described in EFNARC 2002.Instead of mini V-funnel test, we have used T20
from the mini slump cone test, as an indication of rate of flow or viscosity of the mortar
spread as conducted .
As T20 indicates the intended viscosity of mortar during this test, it is concluded
that it is the best replacement of mini V-funnel test. Practically, it is very much feasible
to have a single test apparatus to measure both spread and viscosity of mortar so that
rigorous mortar tests can be reduced.
2.1. 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+FA30), and(MK20+FA20) water/cementations ratios
by weight (w/cm) 0.32 , 0.36 and 0.40. 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
0.32, 0.36 and 0.40.

372
2.2. MATERIAL PROPERTIES
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.
2.2.1. CEMENT
Ordinary Portland Cement 43 grade of Zuari brand was used corresponding to IS-
8112(1989).The specific gravity of cement is 3.15.
2.2.2. 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, thus improving the adhesion between the hardened cement paste and
particles 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
2.2.3. CHEMICAL ADMIXTURES
Sika Viscocrete-10R3 as high permormance 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 .
2.2.4. COARSE AGGREGATE
Crushed granite stones of size 16mm and 12.5mm are used as coarse aggregate. As
per IS: 2386 (Part III)-1963, 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
.
2.2.5. 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.
2.2.6.WATER
Potable water is used for mixing and curing of the SCC mixes

373
Materials used in this investigation as given below
a) Metakaolin b) Fly ash
c) Ordinary Portland cement d) Fine Aggregate
(Sand)
e) Coarse aggregate f) Coarse aggregate
(12.5 mm graded) (16 mm graded)

374
g) Sika viscocrete 10R-3 Super plasticizer cum retarder
2.2.7 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 hydraoxide 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.
2.2.8. Optimization of super plasticizer cum retarder
Empirical tests, namely spread and flow time, are performed on the 15 cement pastes
to characterise their rheological behaviour just after mixing. After careful examination of
tests results of SCMs are considered for w/cm or w/b as 0.32, 0.36, 0.40 and dosage of super
plasticizer with 0.8%,0.9% and 1.0%. Among these mix proportions it is considered that
w/cm 0.36 with 0.90% dosage of super plasticizer as an optimization for all the designed
mixes of these investigations.
2.2.9 Chemical Admixtures
Sika Viscocrete 10R3 is a third generation Super Plasticizer cum retarder is used. The
properties of the chemical admixtures as obtained from the manufacturer are presented in
the Table 14. Properties of Chemical Admixtures Confirming to EN 934-2 Table11.1/11.2
and SIA162 (1989)

375
2.2.10 Uses, properties and application of Sika Viscocrete- 10R3
Sika viscocrete -10R3 is third generation super plasticizer cum retarder for concrete
and mortar
The following uses /characteristics of the Super Plasticizer cum retarder as per the technical
data supplied by the Sika group of chemical company.
Sika viscocrete -10R3 acts by different mechanisms. Through surface adsorption and
sterical separation effect on the cement particles, in parallel to the hydration process the
following properties obtained
1. Strong self compacting behaviour, therefore suitable for the production of self compacting
concrete(S.C.C)
2. Extremely high water reduction (resulting in high density and strengths)
3. Concrete with highest water reduction (up to 30 - 35%)
4. High water reduction, excellent flowability, coupled with high early strengths, have a
positive influence on the above mentioned applications
5. High strength concrete with slump retention
6. Excellent flowability (resulting in highly reduced placing and compacting efforts)
7. Precast concrete (Segment, Girders, High strength concrete elements etc.) Self
compacting concrete
8. Improved shrinkage and creep behaviour
9. Reduced rate of carbonation of the concrete
10 It does not contain chloride or other steel corrosion promoting ingredients. It may
therefore be used without any restrictions for reinforced- and pre-stressed – concrete
construction.
Fig.2.2.a. Viscosity Vs Yield Stress Fig.2.2.b. Flow Diagram for SCC

376
Chemical
Admixture
Specific
Gravity
Appearance/
Colour Ph
Relative
Density
Solid
Content
(%)
Quantity
(%)By
cementitious
weight
Chemical
Base
Sika Visocrete- 10R3
HighPerformance
Super-Plasticiser cum
retarder(HRWRA)
1.10
Light brown
liquid
≈Above 6
≈1.09
kg/lit
(at+30°c)
40 0.6 - 2
Aqueous
solution of
Modified Poly
carboxylate
Table.1
3. SCC MIX DESIGN
Several methods exist for the mix design of SCC. The general purpose mix design
method was first developed by Okamura and Ozawa (1995). In this study, the key
proportions for the mixes are done by volume. The detailed steps for mix design are
described as follows:
1. Assume air content as 2% (20 litres) of concrete volume.
2. Determine the dry-rodded unit weight (DRUW) of coarse aggregate for a given
coarse aggregate blending.
3. Using DRUW, calculate the coarse aggregate content by volume (28 – 35%) of mix
volume.
4. Adopt fine aggregate volume of 40 to 50% of the mortar volume.
5. Maintain paste volume of 388 litres /m3 of the concrete volume.
6. Keep water/cementations ratio by weight (w/cm) as 0.36.
7. Calculate the binder (cementations material) content by weight.
8 . Replace cement with Metakaolin, fly ash and combinations of both by weight of
cementations material.
9. Optimize the dosages of super plasticizer (SP) and viscosity modifying agent for the
given w/cm (0.36) using mortar tests by mini slump cone test.
10. Perform SCC tests

377
SCC-Mini slump cone-Mortar spread
Fig.3.1 Mini slump cone
Fig.3.2 Fig.3.3 Fig.3.4
Fig.3.5 Fig.3.6

378
Sl.
N
o
Designation of
Mix
Dosage of
MK/FA/
MK+FA
(% by wt.)
W/cm
(or) W/b
Ratio
%of SP=0.8 %of SP=0.9 %of SP=1.0
Slump
(mm)
T20
(sec.)
Slump
(mm)
T20
(sec.)
Slump
(mm)
T20
(sec.)
1 SCC
(Controlled Mix)
0
0.32
225 3.6 230 3.5 235 3.3
2 MK5 5 219 3.7 226 3.6 227 3.4
3 MK10 10 218 3.9 225 3.8 226 3.6
4 MK15 15 217 4 222 3.9 225 3.9
5 MK20 20 204 4.6 220 4.5 221 4.3
6 MK25 25 198 4.9 212 4.8 214 4.7
7 MK30 30 196 5.3 206 5.2 209 4.9
8 FA10 10 230 3.5 234 3.4 238 3.5
9 FA20 20 238 3.4 242 3.3 256 3.3
1
0
FA30 30 254 3.7 260 3.2 272 3
1
1
FA40 40 250 4.1 255 4.4 265 3.7
1
4
MK15+FA10 25 228 3.8 232 3.4 236 3.2
1
3
MK10+FA20 30 232 3.7 236 3.3 239 3.15
1
2
MK5+FA30 35 234 3.4 238 3.2 248 3.1
1
5
MK20+FA20 40 230 4.4 235 5.2 238 5.5
Table.2
Sl.
No
Designation of
Mix
Dosage of
MK/FA/
MK+FA
(% by wt.)
W/cm
(or)
W/b
Ratio
%of SP=0.8 %of SP=0.9 %of SP=1.0
Slump
(mm)
T20
(sec.)
Slump
(mm)
T20
(sec.)
Slump
(mm)
T20
(sec.)
1 SCC
(Controlled Mix)
0
0.36
243 3.2 256 3.1 256 3.3
2 MK5 5 226 3.3 248 3.2 245 3.4
3 MK10 10 227 3.4 242 3.3 240 3.5
4 MK15 15 225 3.5 238 3.3 236 3.6
5 MK20 20 223 4.2 234 3.7 232 3.8
6 MK25 25 216 4.3 228 4.2 229 4.2
7 MK30 30 214 4.7 222 5 220 5.2
8 FA10 10 246 3.3 262 3.1 260 3.2
9 FA20 20 266 3.2 268 3.15 265 3.6
10 FA30 30 284 3.15 292 3.1 290 3.8
11 FA40 40 272 3.6 286 3.4 280 4.4
14 MK15+FA10 25 245 3.1 258 3 255 3.95
13 MK10+FA20 30 248 3 264 3 260 3.5
12 MK5+FA30 35 254 3 268 3 266 3.5
15 MK20+FA20 40 244 5.2 258 5 258 5.1

379
Table.3
Sl.
No
Designation of
Mix
Dosage of
MK/FA/
MK+FA
(% by
Wt.)
W/cm
(or) W/b
Ratio
%of SP=0.8 %of SP=0.9 %of SP=1.0
Slum
p
(mm
)
T20
(sec.
)
Slum
p
(mm
)
T20
(sec.
)
Slump
(mm)
T20
(sec.
)
1 SCC
(Controlled Mix)
0
0.40
254 3.6 254 3.9 252 4.2
2 MK5 5 245 3.9 244 4.2 244 4.4
3 MK10 10 242 4.2 242 4.8 241 4.9
4 MK15 15 236 4.2 235 5.3 234 5.4
5 MK20 20 232 4.3 233 4.7 230 5.3
6 MK25 25 220 4.6 220 4.7 219 5.8
7 MK30 30 218 5.4 218 5.4 220 5.7
8 FA10 10 256 3.5 264 4.8 262 5.2
9 FA20 20 266 3.8 265 4.4 263 5.4
10 FA30 30 287 4.3 286 4.4 282 5.6
11 FA40 40 285 4.2 290 5.5 290 6
14 MK15+FA10 25 252 3.6 262 4.2 268 4.6
13 MK10+FA20 30 258 3.9 258 4.4 257 4.9
12 MK5+FA30 35 264 4.2 262 4.6 262 4.6
15 MK20+FA20 40 256 5.2 259 6.3 256 6.5
Table.4
4. RESULTS AND DISCUSSIONS
4.1 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 by research of modified cement paste
imply 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) is shown in Table1,2 and3. 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 cum retarder 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 the mix, maximum spread was arrived at 0.9% SP dosage with W/cm
ratio 0.36 as shown in Table .2. So, it is the optimum dosage of SP for the entire
experimental investigations for the 15 types mixes. Higher amount of superplasticizer
increases workability of fresh mix. The Metakaolin dosage increases the corresponding
workability will be reduced up to 20% beyond this it is observed that the spread will
abruptly changes. Dosage of 20% of Metakaolin causes decrease of workability of
suspension in time. Increasing amount of percentual proportion of metakaolin in

380
c onc re t e mix seems to require higher dosage of superplasticizer to ensure longer
period of workability. Addition of metakaolin increases also final strength of cement.
Compressive strength was growing with higher dosage of additive.
Since the amount of 20% metakaolin results in loss of viscosity in time, it
seems appropriate to use dosage of 15% by volume of cement. Spread measurement
(mini cone) is carried out by using a mini cone (diameters: 100mm and 70mm, height: 60
mm). The truncated cone mould is placed and 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. 3.1-3.6).
In case of Fly ash dosage increases the corresponding spread flow is also increases
up to FA30% beyond this dosage it is observerd the bleeding will takes place and spread is
also changes. So, that the dosage of Fly ash may be recommended up to 30%. In the other
hand the combination of MK and FA have been considered the mixes such as MK dosages
can be considered 15% . Addition of Metakaolin decreases workability of SCM . This
disadvantage can be reduced by superplasticizers. However, rheological properties of fresh
concrete mix depend on the type of superplasticizer. In this experimental study aquous
solution of modified polycarboxylate based a third generation high range water reducer
superplasticizer cum retarder has better influence on workability than
polynaphthalene/melamine sulfonates. Worse workability of concrete mix caused by
metakaolin can also be adjusted by addition of fly ash.Content of metakaolin
decreases permeability and rate of penetration of damaging ions because of refinement
of structure of pores of cement stone.
Increases and decreases the FA dosages are decreased manner due the synergic
effect because of the both the dosages increases the replacement levels will be increased as a
result the powder content will be increased and it will be adverse effect on the fresh
properties . Hence it is concluded that the spread properties of SCMs, MK15+FA10,
MK10+FA20 and MK5+FA30 can be considered for hardened properties.
4.2 Consistence retention
As it can be seen from Tables 1, 2 and 3, all these three mixes attained good
consistence retention in the spread and T20 after adding water. So, it can be stated that the
used chemical admixtures had good compatibility with the cement and mineral admixture.
Metakaolin is white, amorphous, highly reactive aluminium silicate pozzolan forming
stabile hydrates after mixing with lime stone in water and providing mortar with
hydraulic properties. Heating up of clay with kaolinite Al2O3.2SiO2.2H2O as the
basic mineral component to the temperature of 500 °C - 600 °C causes loss of structural
water with the result of deformation of crystalline structure of kaolinite and
formation of an unhydrated reactive form so called metakaolinite.
4.3. Action of Metakaolin in Mortar
Metakaolin is usually added in this investigation for optimization dosage to mortar
in amount of 5 – 30% by weight of cement. Addition of metakaolin causes increase of
mechanical strength, enhancement of long- term strengths, decrease of permeability,
porosity, reduction of efflorescence, increase of resisoluble chemicals like sulphates,
chlorides and acids.Addition of Metakaolin decreases workability of SCM .

381
This disadvantage can be reduced by superplasticizers. However, rheological
properties of fresh concrete mix depend on the type of super plasticizer. Worse workability
of concrete mix caused by metakaolin can also be adjusted by addition of fly ash.
Dosage of Metakaolin decreases permeability and rate of penetration of damaging
ions because of refinement of structure of pores of cement stone. Addition of Metakaolin
as partial replacement of cement contributes to higher compactness of arrangement of
concrete components, which increases flow ability of mastic cement, enhances mechanical
bond and improves adhesion between cement paste and aggregate.
4.4. Action of Fly ash in mortar
Dosage of Fly ash increases the workability is also increases due the synergic effect
because of the both the dosages increases the replacement levels will be increased as a result
the powder content will be increased up to 30% beyond this it will be adverse effect on
fresh properties as per table .2 and. Hence it is concluded that the spread properties of SCM
can be considered up to FA30% for hardened properties.
5. CONCLUSIONS
The following conclusions can be drawn based on the results of this experimental
investigation for the mortar mixtures and procedures used:
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 15 types of mix designs has been attempted on Self Compacting Mortars
such as Controlled SCC (0% replacement of OPC) as a Controlled mix , MK -5%,MK-
10%,MK-15%, MK-20%, MK-25% and MK-30%, FA-10% ,FA20%, FA30%,
FA40% and combination with MK15%+FA10% , MK10%+FA20%, MK5%+FA30%
and MK20%+FA20% are performed .
3. Based on the test results according to the EFNARC 2002 guidelines and its
specifications can be taken up for the further studies of fresh properties, hardened
properties and durability studies.
4. When Metakaolin which has a lower loss on ignition value compared to OPC so , it is
used as 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. When increases the fly ash replacements increases its spread. It increases up to 30%
beyond this it will be adverse effect on spread flow. The increase 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 mortar may appear
to become sticky.

382
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 combination of MK and FA can be fixed based on the synergic effect of mineral
additives such as MK content, it seems appropriate to use dosage of 15% by
volume of cement and decreases and FA content is increasing manner due to as per IS
specifications should not exceed 35 % of powder and also as per the EFNARC
guidelines for mortar tests .So, that the mixes has been taken up to( MK15+FA10 ,
MK10+FA20,MK5+FA30 and MK20+FA20).
10. As per the experimental investigations it is concluded that the flow properties ,
viscosity and
the optimization of super plasticizer dosage as 0.9% with w/cm ratio as 0.36 for all the
mixes.
11. As the results obtained in table .2 the mixes have been considered the Mix designs are
MK5
to MK 30% , FA 10 to FA40% and Combinations of ( MK15+FA10 ,
MK10+FA20,MK5+FA30 and MK20+FA20) with Controlled SCC (0% of OPC)
mix for further studies such as fresh properties hardened properties and durability
studies.MK20+FA20 may be economic but it decreses the flow spread flow.
12. 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
dia . It is observed that when the spread decreases time will be increases based on the
mineral additive.
REFERENCES
[1]. Kasemchaisiri R, Tangermsirikul S. Deformability prediction model for
self- compacting concrete. Magazine of Concrete Research, No. 60, 2(2008) 93108.
[2]. RILEM TC 174 SCC. Self compacting concrete State-of-the-art report of
RILEM technical committe 174-SCC. Skarendahl A, Petersson O.: editors, RILEM
Publications S.A.R.L., France, 2000.
[3]. Sonebi M, Bartos PJM. Self compacting concrete: Task 4- Properties of
Hhardened Concrete, 2000.
[4] 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.
[5] Newman J, Choo BS. Advanced Concrete Technology Concrete Properties.
Elsevier

383
[6] Jin J, Domone PLJ. Relationships between the fresh properties of SCC and its
mortar component. The 1st North American Conference on the Design and Use
of Self- Consolidating Concrete. Skarendahl A, Editor, Chicago, USA, 2002, pp.
3338.Butterworth Heinemann, 2003.
[7] 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.
[8] 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.
[9] 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
[11] 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.
[12] Khayat KH. Viscosity-enhancing admixtures for cement-based materials -
An overview. Cement and Concrete Composites, No. 20, 2-3(1998) 17188.
[13]. Bureau of Indian Standards. Plain and reinforced concrete code for practice, IS-
456, 2000, New Delhi, India.
[14]. Bureau of Indian Standards. Specification for coarse and fine aggregates from
natural sources forconcrete, IS-383, 1970, New Delhi, India.
[15]. Okamura H, Maekawa K, Ozawa K. High Performance Concrete. Giho-do
Press, Tokyo, 1993.
[16]. Nepomuceno M, Oliveira L. Parameters for self-compacting concrete mortar
phase. High Concrete Structures and Materials, SP253-21(2008) 32340.
[17]. Hanehara S, Yamada K. Interaction between cement and chemical admixture from
the point of cement hydration, absorption behaviour of admixture, and paste
rheology. Cement and Concrete Research, No. 29, 8(1999) 115965.
[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. 106121.
[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.

384
[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. 109-120
[25] P.A. Ganeshwaran, Suji and S. Deepashri, “Evaluation of Mechanical Properties of
Self Compacting Concrete with Manufactured Sand And Fly Ash”, International
Journal of Civil Engineering & Technology (IJCIET), Volume 3, Issue 2, 2012, pp.
60 - 69, ISSN Print: 0976 – 6308, ISSN Online: 0976 – 6316.
[26] P.S.Joanna, Jessy Rooby, Angeline Prabhavathy, R.Preetha and C.Sivathanu Pillai,
“Behaviour of Reinforced Concrete Beams with 50 Percentage Fly Ash”,
International Journal of Civil Engineering & Technology (IJCIET), Volume 4,
Issue 2, 2013, pp. 36 - 48, ISSN Print: 0976 – 6308, ISSN Online: 0976 – 6316.
[27] Aravindkumar.B.Harwalkar and Dr.S.S.Awanti, “Fatigue Behavior of High Volume
Fly Ash Concrete Under Constant Amplitude and Compound Loading”, International
Journal of Civil Engineering & Technology (IJCIET), Volume 3, Issue 2, 2012,
pp. 404 - 414, ISSN Print: 0976 – 6308, ISSN Online: 0976 – 6316.

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