Influence of metakaolin_and_flyash_on_fresh_and_hardened__properties_of_self_compacting_concrete-libre

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

223

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)

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.

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, pp. 223-239 © IAEME: www.iaeme.com/ijaret.asp Journal Impact Factor (2013): 5.8376 (Calculated by GISI) www.jifactor.com

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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



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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.

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.



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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



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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 metakaolin 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



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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



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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



231

Fig.17.V-Funnel Test Set up Fig.18.Performing V-Funnel Test.

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.



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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.

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%.



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Fig.19.Cube moulds Fig.20. SCC Cubes for Testing

Fig.21. Compressive Strength Test Set up and Failure Patterns

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



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SCC(Controlled Mix) MK15+FA10 MK10+FA20 MK5+FA30

34

36

38

40

42

44

46

48

50

52

54

56

58

60

62

64

66

68

70

72

74

Compressive Strength in M

Pa

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



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Fig.23. Test Set Up of Split Tensile Strength and its Failure Patterns of Specimens

SCC(Controlled Mix) MK15+FA10 MK10+FA20 MK5+FA30

3.0

3.2

3.4

3.6

3.8

4.0

4.2

4.4

4.6

4.8

5.0

5.2

5.4

5.6

5.8

6.0

Split Tensile S

trength

in M

Pa

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.



236

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.



237

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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

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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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