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 M ET AKAOLIN AND FL Y

ASH

1

N. Krishna Murthy, 2

N. Aruna, 3 A.V.Narasimha Rao,

3 I.V.Ramana Reddy,

4 M.Vijaya Sekhar Reddy

(1Engineering Department, Yogi Vemana University, Kadapa & Research Scholar,

S.V.University, Tirupati, India)

(2P.G.Student, Department of Civil Engineering, S.V.U.College of Engg. Tirupati, India)

(3Professor Department of Civil Engineering, S.V.University. Tirupati, India)

(4HOD, 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)



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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



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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



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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 wi t h W/ c m

ra t i o 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 o f metakaolin i n



380

c o n c r e 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 o f a d d i t i ve .

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.

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