Properties of materials used in self

International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308

(Print), ISSN 0976 – 6316(Online) Volume 3, Issue 2, July- December (2012), © IAEME

353

PROPERTIES OF MATERIALS USED IN SELF COMPACTING

CONCRETE (SCC)

N. Krishna Murthy

1, A.V. Narasimha Rao

2, I .V . Ramana Reddy

3, M.

Vijaya sekhar Reddy

4,

P. Ramesh 5

1

Engineering Department , Yogi Vemana University, Kadapa, & Research Scholar of

S.V.Univers,Tirupati, India, e-mail: [email protected] 2

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

Professor,Department of Civil Engineering, S.V. University, Tirupati, India 4

HOD,Department of Civil Engineering, SKIT,srikalahasti , India 5Asst. Professor, Department of Civil Engineering, SVEC, A.Rangampeta,Tirupati, India

ABSTRACT

Self-compacting concrete (SCC) can be defined as a fresh concrete which

possesses superior flowability under maintained stability (i.e. no segregation) thus

allowing self-compaction that is, material consolidation without addition of energy.

Self-compacting concrete is a fluid mixture suitable for placing in structures with

congested reinforcement without vibration and it helps in achieving higher quality

of surface finishes. However utilization of high reactive Metakaolin and Flyash as

an admixtures as an effective pozzolan which causes great improvement in the pore

structure. The relative proportions of key components are considered by volume

rather than by mass. self compacting concrete (SCC) mix design with 29% of coarse

aggregate, replacement of cement with Metakaolin and class F flyash, combinations

of both and controlled SCC mix with 0.36 water/cementitious ratio(by weight) and

388 litre/m3 of cement paste volume. Crushed granite stones of size 16mm and

12.5mm are used with a blending 60:40 by percentage weight of total coarse

aggregate. Self-compacting concrete compactibility is affected by the characteristics

of materials and the mix proportions; it becomes necessary to evolve a procedure for

mix design of SCC. The properties of different constituent materials used in this

investigation and it’s standard tests procedures for acceptance characteristics of self-

compacting concrete such as slump flow, V-funnel and L-Box are presented.

KEYWORDS: Self Compacting Concrete, Metakaolin, Flyash , Properties.

INTERNATIONAL JOURNAL OF CIVIL ENGINEERING AND

TECHNOLOGY (IJCIET)

ISSN 0976 – 6308 (Print)

ISSN 0976 – 6316(Online)

Volume 3, Issue 2, July- December (2012), pp. 353-368

© IAEME: www.iaeme.com/ijciet.asp

Journal Impact Factor (2012): 3.1861 (Calculated by GISI)

www.jifactor.com

IJCIET

IAEME



354

I. INTRODUCTION

Self-compacting concrete (SCC) was first developed in Japan in 1988 in

order to achieve durable concrete structures by improving quality in the

construction process. It was also found to offer economic, social and

environmental benefits over traditional vibrated concrete construction. Research

and development work into SCC in Europe began in Sweden in the 1990s and now

nearly all the countries in Europe conduct some form of research and development

into the material. Once the fully compliant SCC is supplied to the point of

application then the final operation of casting requires very little skill or manpower

compared with traditional concrete to produce uniformly dense concrete. Because

of vibration being unnecessary, the noise is reduced and the risk of developing

problems due to the use of vibrating equipment is reduced. Fewer operatives are

required, but more time is needed to test the concrete before placing. In addition to

the benefits described above, SCC is also able to provide a more consistent and

superior finished product for the client, with less defects. Another advantage is that

less skilled labour is required in order for it to be placed, finished and made good

after casting. As the shortage of skilled site labour in construction continues to

increase in the UK and many other countries, this is an additional advantage of the

material which will become increasingly important.

Research and development of SCC is being conducted by private companies

(mainly product development),by universities (mainly pure research into the

material’s properties), by national bodies and working groups (mainly the

production of national guidelines and specifications) and at European level (Brite-

EuRam and RILEM projects on test methods and the casting of SCC,

respectively). There are several organizations that collect the work in this

area.Institute, (PCI, 2003) and European Research Project Report, (Schutter,

2005) are good examples. Symposiums and workshops on this topic were given

by these organizations and several test methods on the flowability of SCC have

been popularized since then. has revolutionized concrete placement.

SCC, was first introduced in the late 1980’s by Japanese researchers is

highly workable 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 flowability (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 studied 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



355

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 three properties that characterise a concrete as self-compacting Concrete are

Flowing ability—the ability to completely fill all areas and corners of the

formwork into which it is placed

Passing ability—the ability to pass through congested reinforcement without

separation of the constituents or blocking

Resistance to segregation— the ability to retain the coarse components of the mix

in suspension in order to maintain a homogeneous material.

Table 1 :Guidelines for SCC

Sl.

No.

Description of

country

EFNARC NORVEY

SWEDEN GERMANY

1 Slump Flow (mm) 550-800 600-750 NA >750

2 V Funnel(Sec) 2-5 NA NA NA

3 L- Box( h2/h1) 0.8 -1 NA 0.8-0.85 NA

4 U- Box(h2-h1) 0-30(mm) NA NA NA

5 Orimet Test(Second) 0-5 NA NA NA

6 GTM-Stability (%) 0-15 NA NA NA

7 Aggregate Size (mm) 12-20 < 16 < 16 < 16

These properties must all be satisfied in order to design an adequate SCC, together

with other requirements including those for hardened performance.

II. EXPERIMENTAL PROGRAM 2.1 SCC Mix Target Typical acceptance criteria and target for SCC are shown

in Table 8.

Table 2. Typical Acceptance Criteria and Target for Self Compacting Concrete

Property Test Method

Unit SCC Mix Target

Minimum Maximum

Filling ability

Slump Flow by

Abrams Cone

mm

650

800

T50cm Slump Flow Sec 2 5

V-Funnel Sec 6 12

Passing ability L-Box

h2/h1(mm/mm) 0.8 1.0

Segregation

resistance

V-Funnel atT5min. Sec 6 12

International Journal of Civil Engineering and

(Print), ISSN 0976 – 6316(Online) Volume 3, Issue 2, July

2.2 Properties Of SCC

International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976

6316(Online) Volume 3, Issue 2, July- December (2012), © IAEME

356

Technology (IJCIET), ISSN 0976 – 6308

December (2012), © IAEME



357

2.3 Mixing Procedure for self compacting Concrete For SCC, it is generally

necessary to use superplasticizers in order to obtain high mobility. Adding a large

volume of powdered material or viscosity modifying admixture can eliminate

segregation. The powdered materials that can be added are fly ash ,Metakaolin,

silica fume, lime stone powder, glass filler and quartzite filler. Okamura and

Ozawa have proposed a mix proportioning system for SCC .

In this system, the coarse aggregate and fine aggregate contents are fixed

and self-compactibility is to be achieved by adjusting the water /powder ratio and

super plasticizer dosage. In addition, the test results for acceptance

characteristics for self-compacting concrete such as slump flow, V-funnel and L-

Box are presented.

III Selection of Materials and Mix Proportions

SCC can be made from any of the constituent materials that are normally

considered for structural concrete . In designing the SCC mix, it is most useful to consider

the relative proportions of the key components by volume rather than by mass.

Worldwide, there is a wide range of mix proportions that can produce successful

SCC. Typical range of proportions and quantities in order to obtain SCC are given below:

These Guidelines are not intended to provide specific advice on mix design but Table 8.2

gives an indication of the typical range of constituents in SCC by weight and by volume.

These proportions are in no way restrictive and many SCC mixes will fall outside this

range for one or more constituents.

3.1 Characteristics Of Test Methods

Table 3: Characteristic test methods for self compacting concrete

Characteristi

c

Test

method

Measured value

Flowability/filling

ability

Slump-flow total spread Kajima box visual filling

Viscosity/

flowability

T500 flow time V-funnel flow time

O-funnel flow time

Orimet flow time

Passing ability

L-box passing ratio U-box height difference J-ring step height, total flow Kajima box visual passing ability

Segregation

resistance

penetration depth

sieve segregation percent laitance

settlement column segregation ratio



358

Table 4 Mix proportion of a typical ranges of SCC

Constituent Typical range by

mass (kg/m)3 Typical range by volume

(liters/m)3

Powder 380 - 600

Paste 300 - 380

Water 150 - 210 150 - 210

Coarse aggregate 750 - 1000 270 - 360

Fine aggregate (sand) Content balances the volume of the other constituents, typically 48 – 55% of total aggregate weight.

Water/Powder ratio by Volume

0.85 – 1.10

Table 5 , Mix proportion of a NVC and typical ranges of SCC

Constituent NVC (C40, 75 mm

slump)

SCC (Domone, 2006b; The

Concrete Society and BRE,

Coarse aggregate/concrete(%) by vol. 42 28.0 – 38.6

Water/powder (by wt.) 0.55 0.26 – 0.48

Paste/concrete (%) by vol. 32 30.4 – 41.5

Powder content (kg/m3

) 375 385 – 635

Sand/mortar (%) by vol. 44 38.1 – 52.9

III. MATERIALS USED

3.1 . Fine Aggregate Natural river sand is used as fine aggregate. The

bulk specific gravity in oven dry condition and water absorption of the

sand are 2.6 and 1% respectively. The gradation of the sand was

determined by sieve analysis as per IS-383(1970) and presented in the

Table 6. Fineness modulus of sand is 2.65.

Table 6. Sieve Analysis of Fine Aggregate

Sieve No.

Cumulative Percent Passing

Fine Aggregate IS: 383-1970 – Zone II Requirement

10mm 100 100

4.75mm 100 90-100

2.36mm 94 75-100

1.18mm 74 55-90

600µm 46 35-59

300µm 14 8-30

150µm 3 0-10



359

2.2.4. Coarse Aggregate Crushed granite stones of size 16mm and 12.5mm are used as coarse aggregate.

The bulk specific gravity in oven dry condition and water absorption of the

coarse aggregate are 2.66 and 0.3% respectively. The gradation of the coarse

aggregate was determined by sieve analysis as per IS-383(1970) [4] and

presented in the Table7 and Table 8,Fineness modulus of coarse aggregate is 6.67.

Table 7. Sieve Analysis of 16 mm Coarse Aggregate

IS Sieve Size


16 mm passing IS: 383-1970 Limits

20 mm 100 100 16 mm 99 85-100

12.5 mm 57.77 N/A

10 mm 18.89 0-30

4.75 mm 1 0-5

2.36mm -- ----

Table 8. Sieve Analysis of 12.5 mm Coarse Aggregate

IS Sieve Size


12.5 mm passing IS: 383-1970 Limits

16 mm 100 100 12.5mm 94 85-100

10 mm 36.5 0-45

4.75 mm 8.76 0-10

2.36 mm 2.4 NA

Dry-rodded unit weight (DRUW) and void ratio of coarse aggregate with

relative blending by percentage weight as per IS: 2386 (Part III)-1963 [6] is

shown in Table 6 and Figure 1.

Table 9. Dry-rodded unit weight and Void Ratio of a given coarse aggregate blending

Coarse Aggregate Blending

by Percentage Weight

( 16 mm and 12.5 mm)

DRUW (kg/m3

)

Void Ratio

100:0 1596 0.378 80:20 1642 0.374

70:30 1647 0.376

67:33 1659 0.386

60:40 1608 0.395

40:60 1568 0.399

20:80 1559 0.40

0:100 1533 0.41



360

3.2 Water Potable water for casting and curing of the SCC mixes

Table 10. Chemical Composition and Physical Properties of Cement

Test Result

Requirement as per IS:12269-1989

Chemical Composition

Lime Saturation Factor

CaO-0.7SO3/2.8SiO2+1.2Al2O3+0.65Fe2O3

0.89

Not less than 0.60 & not more than 1.02

Ratio of Alumina/Iron Oxide 1.00 Min. 0.66

Insoluble Residue(%) 1.31 Not more Than 3.0%

% Magnesium oxide(MgO) 1.40 Not more Than 6.0%

% Sulphuric Anhydride (SO3)

1.91

Max. 3.0% when C3A>5.0

Max. 2.5% when C3A<5.0 Loss of Ignition(%) 1.29 Not more Than 5.0%

Alkalies(%) 0.60 ---------

Chlorides(%)

0.01 Not more Than 0.1%

% Silica(SiO2) 19.79

% Alumina(Al2O3

) 5.67

% Iron Oxide(Fe2O3

) 4.68

% Lime(CaO) 61.81

C3A 5.5

Temperature During Testing(0C) 27 27 +/-2

Physical Properties

Specific gravity 3.15

Fineness (m2

/Kg) 275 Min.225

2Soundness

Lechatlier Expansion(mm)

Auto clave Expansion (%)

1.50

0.04

Max. 10mm

Max. 0.8%

Setting time(minutes)

Initial

Final

180

230

Min. 30 min Max. 600 min

Compressive strength

3 Days

7 Days

28 days

32

43

55

> 23 N/mm2

> 33 N/mm2

> 43 N/mm2

3.3 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. As per IS-456(2000) , cement is replaced by weight of

material. The specific gravity of Metakaolin is 2.5 .



361

3.3.1 Reactivity of Different Pozzolanic Materials

Table 11 : Reactivity of Different Pozzolanic Materials Material Pozzolanic Reactivity

mg Ca(OH)2 per g

Blast furnace slag 40

Calcined paper waste 300

Microsilica, silica fume 427

Calcined bauxite 534

Pulverised fuel ash 875

High Reactive Metakaolin 1050

3.3.2 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 particulars of sand or aggregate.

3.3.3 Properties of Metakaolin

Metakaolin grades of Calcined clays are reactive allumino silicate pozzolan

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. I S: 456-2000

recommend use of Metacioline as mineral admixture.

Metakaolin is a thermally structure, ultrafine pozzolan 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 hydroxide from the hardened cement paste.

Metakaolin reduces the porosity of hardened concrete. Metakaolin densifies

reduces the thickness of the interfacial zone, this improving the adhesion between

the hardened cement paste and particles of sand or aggregate. 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



362

3.3.4 Physical and Chemical Properties of Metakaolin

Physical Properties of

Metakaolin

Chemical Properties

of Metakaolin

Average particle size, µm 1.5

SiO2 + Al2O3 + Fe2O3 96.88%

Residue 325 mesh (% max) 0.5

CaO 0.39%

B.E.T. Surface area m2/gm 15

MgO 0.08%

Pozzolan Reactivity mg Ca(OH)2 / gm 1050

TiO2 1.35%

Specific Gravity 2.5

Na2O 0.56%

Bulk Density (gm/ltr.) 300+ or -30

K2O 0.06%

Brightness 80+ or –2

Li2O Nil

Physical foam

off-white

powder

L.O.I 0.68%

3.3.4 Pozzolanic Reactivity of Metakaolin

Metakaolin is a lime-hungry pozzolan that reacts with free calcium

hydroxide to form stable, insoluble, strength-adding, cementitious

compounds.When Metakaolin – HRM(AS2) reacts with calcium hydroxide(CH), a

cement hydration byproducts, a pozzolanic reaction takes place whereby new

cementitious compounds,(C2ASH8) and (CSH), are formed. These newly formed

compounds will contribute cementitious strength and enhanced durability

properties to the system in place of the otherwise weak and soluble calcium

hydroxide.

Cement Hydration Process

OPC + H2O -----------------------------------------------> CSH + CH

Pozzolanic Reaction Process

H2O

AS2 + CH -----------------------------------------------> C2ASH8 + CSH

Unlike other commercially available pozzolanic materials, Metakaolin is a

quality controlled, manufactured material. It is not a by-product of unrelated

industrial process. Metakaolin has been engineered and optimized to contain a

minimum of impurities and to react efficiently with cement’s hydration byproduct-

calcium hydroxide. Table summarizes the relative reactivities of six different

pozzolans, including High Reactive Metakaolin-HRM.

3.3.5 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



363

Table 13. Chemical and Physical Properties of Class F Fly Ash

Particulars

ASTM C 618 Class F Fly Ash

Chemical Composition

% Silica(SiO2) 65.6

% Alumina(Al2O3) 28.0

% Iron Oxide(Fe2O3) 3.0 SiO2+ Al2O3+ Fe2O3>70

% Lime(CaO) 1.0

% Magnesia(MgO)

1.0 % Titanium Oxide (TiO2) 0.5

% Sulphur Trioxide (SO3) 0.2

Loss on Ignition 0.29

Physical Properties

Specific gravity 2.12

Fineness (m2

/Kg) 360

Min.225 m2

/kg

3.3.6 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 in the Table 14

Table 14. Properties of Chemical Admixtures Confirming to EN 934-2 Table11.1/11.2 and

SIA 162(1989)

IV EXPERIMENTAL INVESTIGATIONS

4.1. 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.

Chemical

Admixture

Specific

Gravity

Appearance

/Colour

Ph Relative Density

Solid

Content

(%)

Quantity(%)By

cementitious

weight

Chemical Base

Sika Visocrete-

10 R3 High Performance

Super-Plasticiser

cum

retarder(HRWRA)

1.10

Light brown

liquid ≈ Above 6 ≈1.09 kg/lit

.(at+300c)

40 0.6 - 2 Aqueous

solution of

Modified

Polycarboxylate



364

4. Adopt fine aggregate volume of 40 to 50% of the mortar volume.

5. Maintain paste volume of 388 litre/m3 of the concrete volume. 6. Keep water/

cementitious ratio by weight (w/cm) as 0.36.

7. Calculate the binder (cementitious material) content by weight.

8. Replace cement with Metakaolin,fly ash and combinations of both by weight of

cementitious 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.

4.2 Percentage of Mix Proportions.

Mix types with percentage relative proportions and mix proportions of constituent

materials are shown in Table 9 and Table 10.

Table 16. Designed Mix Proportions

V . Testing Fresh Properties of SCC

5.1. Slump Flow Test. The slump flow test is used to assess the horizontal free flow of SCC in the absence of

obstructions. The test also indicates resistance to segregation. On lifting the slump

cone, filled with concrete the average diameter spread of the concrete is measured. It

indicates the filling ability of the concrete. Slump flow test apparatus is shown in Figure

3(a). Slump cone has 20 cm bottom diameter, 10 cm top diameter and 30 cm in height. In

this test, the slump cone mould is placed exactly on the 20 cm diameter graduated circle

marked on the glass plate, filled with concrete and lifted upwards. The subsequent

diameter of the concrete spread is measured in two perpendicular directions and the

average of the diameters is reported as the spread of the concrete.

T50cm is the time measured from lifting the cone to the concrete reaching a diameter of

50 cm. The measured T50cm indicates the deformation rate or viscosity of the concrete.

The slump flow is used to assess the horizontal free flow and the filling ability of SCC in

the absence of obstructions. It is recommended to maintain slump flow value as 650 to 800

mm. This test is used along with slump flow test to assess the flowability of SCC.

Sl.

No.

Designation of

Mix Proportion

Total

Binder

(Kg/m3

)

Cement

(Kg/m3

)

Metakao

lin

(Kg/m3

)

Flyash

(Kg/m3

)

F.A

(Kg/m3

)

C.A

(Kg/m3

)

Water

(Kg/m3

)

S.P.

(%)

S.P

(Kg/m3

)

W/P

ratio

1 MK5 533.00 506.35 26.65 ----- 836 771.84 191.88 0.9 4.797 0.36 2 MK10 530.00 477.00 53.00 ----- 836 771.84 190.80 0.9 4.770 0.36

3 MK15 527.00 447.95 79.05 ----- 836 771.84 189.72 0.9 4.743 0.36

4 MK20 523.50 418.80 105.00 ----- 836 771.84 188.46 0.9 4.712 0.36

5 FA10 524.50 472.00 ----- 52.45 836 771.84 188.82 0.9 4.721 0.36

6 FA20 513.50 410.80 ----- 102.70 836 771.84 184.86 0.9 4.622 0.36

7 FA30 502.00 351.75 ----- 150.75 836 771.84 180.90 0.9 4.523 0.36

8 MK5+FA30 499.50 324.68 25.00 149.85 836 771.84 179.82 0.9 4.500 0.36

9 MK10+FA20 507.50 355.25 50.75 101.50 836 771.84 182.70 0.9 4.570 0.36

10 MK15+FA10 504.00 378.00 75.60 50.40 836 771.84 181.44 0.9 4.536 0.36

11 SCC 536.00 536.00 ----- ----- 836 771.84 192.96 0.9 4.824 0.36



365

5.2 . V-Funnel Test

The flowability of the fresh concrete can be tested with the V-funnel test,

whereby the flow time is measured. The funnel is filled with about 12 litres

of concrete and the time taken for it to flow through the apparatus is

measured. Shorter flow time indicate greater flowability. V-Funnel test

apparatus dimensions are shown in Figure 3(b). In this test, trap door is

closed at the bottom of V-Funnel and V-Funnel is completely filled with

fresh concrete. V-Funnel time is the time measured from opening the trap

door and complete emptying the funnel. Again, the V-Funnel is filled with

concrete, kept for 5 minutes and trap door is opened. V-Funnel time is

measured again and this indicates V-Funnel time at T5min. This test is used

to determine the filling ability, flowability and segregation resistance of

SCC.

5.3 L-Box Test

This is a widely used test, suitable for laboratory and site use. It assesses

filling and passing ability of SCC and serious lack of stability (segregation)

can be detected visually. The vertical section of the L- Box is filled with

concrete, and then the gate is lifted to let the concrete flow into the

horizontal section. Blocking ratio (i.e. is ratio of the height of the concrete at

the end of the horizontal section (h2) to height of concrete at beginning of

horizontal section (h1)) is determined.

L-Box test apparatus dimensions are shown in Figure In this test, fresh

concrete is filled in the vertical section of L-Box and the gate is lifted to let

the concrete to flow into the horizontal section. The height of the concrete

at the end of horizontal section represents h2 (mm) at the vertical section

represents h1 (mm). The ratio h2/h1 represents blocking ratio .This test

assesses the flow of the concrete in presence of reinforcement obstructions.

5.4. Determination of Consistence Retention

Consistence retention is also an important fresh property of SCC in view of

workability. It refers to the period of duration during which SCC retains its

properties, which is important for transportation and placing. Consistence

retention was evaluated by measuring the slump flow spread and T50cm of

successful SCC mixes at 60 minutes after adding water. The SCC mix was

remixed for one minute before each test.



366

VI. CONCLUSIONS

Based on the findings of this study, the following conclusions may be drawn:

1. Establishment of standard mix design procedure and appropriate testing

methods is essential for wide spread use of SCC . Most of Indian researchers have

followed European guidelines for testing SCC. Other countries are adopting these

guiedelines with slight modifications as per local conditions.

2. Both coarse aggregate maximum size and coarse aggregate volume are

influenced in obtaining the successful SCC mixes.

3.As the replacements of Metakaolin, Flyash and combinations of both MK and

FA compared with controlled concrete SCC, totally there are eleven type of mix

designs such as

MK5,MK10,MK15,MK20;FA10,FA20,FA30;(MK5+FA30),(MK10+FA20),(MK1

5+FA10) and Controlled mix SCC

4 As per the mix designs and trial mixes addition of MK increases the demand of

HRWRA in SCC Mixes. Replacement of cement by 20%MKin SCC the super

plasticizer cum retarder demands may be increased.

5. As per the mix designs and trial mixes addition of FA decreases the demand of

HRWRA in SCC Mixes. Replacement of cement by 30% FA in SCC the super

plasticizer cum retarder demands may be decreased.

6. The utilization of by-product mineral admixtures is the best alternative for now

a days since it not only makes the concrete accomplish the proper performance

but also reduce the concrete cost and environmental problems. Incorporating such

materials further enhances the fresh properties of SCC concrete.

REFERENCES

[1].Krishna Murthy.N., NarasimhaRao.A.V., Ramana Reddy,I.V. and Vijaya

sekhar Reddy M.., Mix Design procedure for Self-Compacting Concrete, IOSR

Journal of Engineering(IOSRJEN, Volume 2,Issue 9,(September2012)P.P 33-41.

[2].IS: 3812-2003, Specifications for Pulverized fuel ash, Bureau of Indian

Standards, New Delhi, India.

[3] IS: 8112-1989, Specifications for 43 grade Portland cement, Bureau of Indian

Standards, New Delhi, India.

[4]IS: 383-1970, Specifications for Coarse and Fine aggregates from Natural

sources for Concrete, Bureau of Indian Standards, New Delhi, India.

[5].American Concrete Institute. “Self-Consolidating Concrete”, ACI 237R-07.

[6].American Concrete Institute. “Specifications for Structural Concrete”, ACI

301.

[7].American Society for Testing and Materials. “Standard specification for coal

fly ash and raw or calcined natural pozzolan for use in concrete”, ASTM C 618

(2003).

[8].American Society for Testing and Materials. “Standard specification for coal

fly ash and raw or calcined natural pozzolan for use concrete”, ASTM C 618

(2003).



367

[9].Bureau of Indian Standards. “Methods of test for aggregates for

concrete. Specific gravity,

Density, Voids, Absorption and Bulking”, IS-2386 (Part III, 1963).

[10].Bureau of Indian Standards. “Plain and reinforced concrete code for practice”,

IS-456 (2000), New Delhi. [4]. Bureau of Indian Standards. “Methods of

test for aggregates for concrete. Specific gravity, Density, Voids, Absorption and

Bulking”, IS-2386 (Part III, 1963).

[11].Domone PLJ. 2006b. “Self-compacting concrete: An analysis of 11 years of

case studies”. Cement and Concrete Composites 28(2):197-208.

[12].EFNARC (European Federation of national trade associations representing

producers and applicators of specialist building products), Specification and

Guidelines for self- compacting concrete, February 2002, Hampshire, U.K.

[13].EFNARC. “Specification and guidelines for self-compacting concrete.

European Federation of Producers and Applicators of Specialist Products for

Structures”, 2002.

[14].RILEM TC 174 SCC. “Self compacting concrete State-of-the-art report of

RILEM technical committee 174-SCC”. Skarendahl A, Petersson O, editors,

RILEM Publications S.A.R.L., France, 2000.

[15].Ghazi F Kheder, Rand S Al Jaidiri. 2010. “New Method for Proportioning

Self-Consolidating Concrete Based on Compressive Strength Requirements”.

ACI Materials 107(5):490-497.

[16].Goodier C. 2001. “Self-Compacting Concrete”. European Network of

Building Research Institutes (ENBRI). 17:6

[17].Khayat KH. 1998. Viscosity-enhancing admixtures for cement-based

materials - An overview. Cement and Concrete Composites, No.20, 2-3: 171-188

[18].Newman J, Choo BS. Advanced concrete technology concrete

properties. Elsevier Butterworth Heinemann, 2003.

[19].Okamura H, Ozawa K. 1995. “Mix design for self-compacting concrete”.

Concrete Library of Japanese Society of Civil Engineers 25(6):107-120.

[20].Okamura H, Ouchi M. 1999. “Self-compacting concrete development, present

use and future”.In:The 1st International RILEM Symposium on Self-Compacting

Concrete. Skarendahl A, Petersson O, editors, RILEM Publications. S.A.R.L,

France. 3-14.

[21].Ozawa K, Maekawa K, Kunishima M, Okamura H. 1989. “Development of

high performance concrete based on the durability design of concrete structures”.

445-450.

[22].Nagamoto N., Ozawa K., Mixture properties of Self-Compacting, High-

Performance Concrete, Proceedings, Third CANMET/ACI International

Conferences on Design and Materials and Recent Advances in Concrete

Technology, SP- 172, V. M. Malhotra, American Concrete Institute,

Farmington Hills, Mich. 1997, p. 623-637.

[23].Khayat K.H., Ghezal A., Utility of Statistical models in Proportioning Self-

Compacting Concrete, Proceedings, RILEM

[24].International symposium on Self-Compacting Concrete, Stockholm, 1999, p.

345-359.



368

[25].Okamura H., Ozawa K., Mix Design for Self-Compacting Concrete, Concrete

Library of Japanese Society of Civil Engineers, June 25, 1995, p. 107-120.

[26].Nagataki S., Fujiwara H., Self-Compacting property of Highly-Flowable

concrete, Second Conference on advances in Concrete Technology, ACI SP-

154,V.M. Malhotra, American Concrete Institute, June 1995, p. 301-304.

[27] Khayat K.H., Manai K., Lesbetons autonivlants : proprietes,

charcterisation et applications , colloque sur les betons autonivlants, Universite de

Sherbroke, Canada, November 1996, p. 8.

[28]. Ghazi F Kheder, Rand S Al Jaidiri. 2010. “New Method for Proportioning

Self-Consolidating Concrete Based on Compressive Strength Requirements”. ACI

Materials 107(5):490-497.

[29].Petersson O., Billberg P., Van B.K., A model for Self-Compacting Concrete,

Proceedings of Production Methods and Workability of Concrete,1996, E & FN

Span, London, p. 483- 492.

[30]Okamura H, Ozawa K. 1995. “Mix design for self-compacting concrete”.

Concrete Library of Japanese Society of Civil Engineers 25(6):107-120.

[31].Okamura H. 1997. “Self-compacting high-performance concrete”. Concrete

International 19(7):50-54.

[32].Okamura H, Ouchi M. 1999. “Self-compacting concrete development,

present use and future”. In: The 1st International RILEM Symposium on Self-

Compacting Concrete. Skarendahl A, Petersson O, editors, RILEM Publications.

S.A.R.L, France. 3-14.

[33]. Okamura H, Ouchi M. 2003b. “Self-compacting concrete”. Journal of

Advanced Concrete Technology 1(1):5-15.

[34]. Ozawa K, Maekawa K, Kunishima M, Okamura H. 1989. “Development of

high performance concrete based on the durability design of concrete structures”.

445-450.

[35]. Skarendahl, A. and Petersson, O. (eds.), “Self-compacting concrete”, State-

of-the-art report of RILEM Technical Committee 174-SCC, RILEM Publications,

2000.

[36]. The Concrete Society, BRE. 2005. “Technical report No.62 self-

compacting concrete: a review”. Day RTU, Holton IX, editors, Camberley, UK,

Concrete Society, Surrey GU17 9AB, UK.

Properties of materials used in self

Documents

Transcript of Properties of materials used in self