Properties of materials used in self

International Journal of Civil EngineeringOF CIVIL ENGINEERING AND
INTERNATIONAL JOURNAL and Technology (IJCIET), ISSN 0976 – 6308
(Print), ISSN 0976 – 6316(Online) Volume 3, Issue 2, July- December (2012), © IAEME
TECHNOLOGY (IJCIET)
ISSN 0976 – 6308 (Print)
ISSN 0976 – 6316(Online)
Volume 3, Issue 2, July- December (2012), pp. 353-368
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PROPERTIES OF MATERIALS USED IN SELF COMPACTING
CONCRETE (SCC)

N. Krishna Murthy1, 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: krishpurna@yahoo.co.in
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
5
Asst. 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.

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

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

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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. Description of EFNARC NORVEY SWEDEN GERMANY
No. country
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

Unit SCC Mix Target
Property Test Method Minimum Maximum
Slump Flow by
Filling ability 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 V-Funnel atT5min. Sec 6 12
resistance

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

2.2 Properties Of SCC

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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 Test Measured value
c method
Flowability/filling Slump-flow total spread
ability Kajima box visual filling
T500 flow time
V-funnel flow time
Viscosity/ O-funnel flow time
flowability Orimet flow time
L-box passing ratio
U-box height difference
Passing ability J-ring step height, total flow
Kajima box visual passing ability
penetration depth
Segregation sieve segregation percent laitance
resistance
settlement column segregation ratio

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Table 4 Mix proportion of a typical ranges of SCC

Typical range by Typical range by volume
Constituent
mass (kg/m)3 (liters/m)3
Powder 380 - 600
Paste 300 - 380
Water 150 - 210 150 - 210
Coarse aggregate 750 - 1000 270 - 360
Content balances the volume of the other
Fine aggregate (sand) constituents, typically 48 – 55% of total aggregate
weight.
Water/Powder ratio by 0.85 – 1.10
Volume

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

Constituent NVC (C40, 75 mm SCC (Domone, 2006b; The
slump) 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/m 3) 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

Cumulative Percent Passing
Sieve No.
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

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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 DRUW (kg/m3) Void Ratio
( 16 mm and 12.5 mm)
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

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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 Not less than 0.60 & not more than 1.02
CaO-0.7SO3/2.8SiO2+1.2Al2 O3+0.65Fe2O3 0.89
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%
Max. 3.0% when C3 A>5.0
% Sulphuric Anhydride (SO3) 1.91 Max. 2.5% when C3 A<5.0
Loss of Ignition(%) 1.29 Not more Than 5.0%
Alkalies(%) 0.60 ---------
0.01 Not more Than 0.1%
Chlorides(%)
% Silica(SiO2) 19.79
3 5.67
% Alumina(Al2O )
3 4.68
% Iron Oxide(Fe2O )
% Lime(CaO) 61.81
C3 A 5.5
Temperature During Testing(0C) 27 27 +/-2
Physical Properties
Specific gravity 3.15
2 275 Min.225
Fineness (m /Kg)
Soundness 2
Lechatlier Expansion(mm) 1.50 Max. 10mm
Auto clave Expansion (%) 0.04 Max. 0.8%
Setting time(minutes)
Initial 180 Min. 30 min Max. 600 min
Final 230
Compressive strength
3 Days 32 > 23 N/mm2
7 Days 43 > 33 N/mm2
28 days 55 > 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 .

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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

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3.3.4 Physical and Chemical Properties of Metakaolin
Physical Properties of Chemical Properties
Metakaolin of Metakaolin
1.5
Average particle size, µm SiO2 + Al2O3 + Fe2O3 96.88%
0.5
Residue 325 mesh (% max) 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 K 2O 0.06%
Brightness 80+ or –2 Li2O Nil
off-white
powder
Physical foam 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

H 2O
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

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Table 13. Chemical and Physical Properties of Class F Fly Ash
ASTM C 618 Class F Fly Ash
Particulars
Chemical Composition
% Silica(SiO 2) 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)
Solid Quantity(%)By
Chemical Specific Appearance
Relative Density Content cementitious
Admixture Gravity /Colour Ph Chemical Base
(%) weight
Sika Visocrete- 1.10 Light brown ≈ Above 6 ≈1.09 kg/lit 40 0.6 - 2 Aqueous
10 R3 liquid .(at+300c) solution of
High Performance Modified
Super-Plasticiser Polycarboxylate
cum
retarder(HRWRA)

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.

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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
Sl. Designation of Total Cement Metakao Flyash F.A C.A Water S.P. S.P W/P
No. Mix Proportion Binder 3 lin 3 3 3 3 (%) 3 ratio
(Kg/m ) (Kg/m ) (Kg/m ) (Kg/m ) (Kg/m ) (Kg/m )
3 3
(Kg/m ) (Kg/m )
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

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.

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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.

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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

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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
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[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
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