SELF COMPACTING CONCRETE USING MARBLE POWDER AND COAL ASH
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Experimental investigation Of SELF
COMPACTING CONCRETE USING MARBLEPOWDER AND COAL ASH
By: Ranjodh Singh
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Self Compacting Concrete
Self-compacting concrete (SCC) is an innovative concrete that does not require
vibration for placing and compaction. It is able to flow under its own weight,
completely filling formwork and achieving full compaction, even in the presence
of congested reinforcement. Self compacting concrete in hardened state is dense,
homogeneous and has the same engineering properties and durability as traditional
vibrated concrete.
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Origin of Self Compacting Concrete
In Japan, in early 80s, premature deterioration of concrete structures were detected
almost everywhere in the country. The main cause of the deterioration was
recognized as inadequate compaction and reduction in skilled labor.
As a solution for these problems, the first ever concept of SCC was proposed by
Hajime Okamura at Tokyo University in 1986. He gave the first prototype of SCC
in 1988.
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Basic mix-design principle for SCC
The basic mix design principle of SCC suggests that, SCC normally contains
following, when compared to traditional vibrated concrete :-
lower coarse aggregate content
increased paste content
low water/powder ratio
increased super-plasticizer
sometimes a viscosity modifying admixture
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Basic mix-design principle for SCC
High SegregationResistance of the mortar
and the concrete
High Deformability of
the mortar and the
concrete
Self compacting
Concrete
Use of Super-
Plasticizer
Limitation of Coarse
aggregate content
Reduction in Water-
powder (w/p) ratio
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Advantages of SCC
Low noise-level in the plants and construction sites.
Eliminated problems associated with vibration.
Less labor involved.
Faster construction.
Improved quality and durability.
Higher strength.
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Fresh properties of SCC
A concrete mix can only be classified as SCC if the requirements for
all the following three fresh properties are fulfilled (EFNARC, 2002):
Filling ability
Passing ability
Segregation resistance
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Methods to test fresh properties of SCC
The list of the test methods for different properties of SCC is as given below intable:-
S. No. Method Property
1. Slump flow by Abrams cone Filling Ability
2. T50cm slump flow Filling Ability3. J-ring Passing Ability
4. V- funnel Filling Ability
5. V funnel at T5minutes Segregation resistance
6. L-Box Passing Ability
7. U-Box Passing Ability
8. Fill Box Passing Ability
9. GTM screen Stability Segregation resistance
10. Orimet Filling Ability
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Acceptance Criteria For SCC
Typical acceptance criteria for Self-compacting Concrete given by EFNARC,
with a maximum aggregate size up to 20 mm is given below.
S. No. Method Unit Typical range of values
Minimum Maximum
1. Slump flow by Abrams conemm
650 800
2. T50 cm slump flow sec 2 5
3. J-ring mm 0 10
4. V- funnel sec 6 12
5. V funnel at T5minutes sec 0 +3
6. L-Box h2/h1 0.8 1.0
7. U-Box (h2-h1)mm 0 30
8. Fill Box % 90 100
9. GTM screen Stability test % 0 15
10. Orimet sec 0 5
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Objectives of Study
1. To explore the use of waste materials by replacing Fine
aggregates at different percentages.
2. To carry out the self compacting properties of different SCC
mixes.
3. To carry out the experimental tests to determine the fresh
properties of SCC using Different percentage of Coal ash,
marble powder and their combinations.
4. To carry out the experimental tests to study the hardened
properties of SCC using different percentage of Coal ash,
marble powder and their combinations.
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Objectives of study
5. To study the relative merits and demerits of the various waste
materials used and their effect on the fresh and hardened
properties of SCC.
6. To study the effect of coal ash and marble powder on Rebound
Hammer and UPV Test values and its comparison with Cube
compressive strength.
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Mix Design
Mix Design is defined as the selection of constituent
materials in such a way that Mix can withstand all structural
properties. The mix design we used for the SCC came after
doing many trial mixes. Mix Design was selected According
to EFNARC guidelines. The Target Strength for selecting
Mix Design Was 40Kn/m i.e. M40 grade.
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Tests performed for Fresh properties of SCC
Slump Flow Test
A conventional slump cone is placed on a rigid, leveled, non-absorbent plate
and filled with concrete without tamping. The slump cone is lifted and thehorizontal spread of the concrete is measured. Also, the time required for the
concrete to spread to a diameter of 50 cm is measured. (T50 )
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Cont
V Funnel Test
The funnel shown in figure is fully filled with concrete without tamping or
vibration. The door at the bottom of the funnel is opened and concrete is allowed
to flow out of the funnel and into a bucket.
The flow time for all of the concrete to exit
the funnel is recoded as a measure of filling
ability.
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Acceptance Criteria For SCC
Typical acceptance criteria for Self-compacting Concrete given by EFNARC,
with a maximum aggregate size up to 20 mm is given below.
S. No. Method Unit Typical range of values
Minimum Maximum
1. Slump flow by Abrams conemm
650 8002. T50 cm slump flow sec 2 5
3. J-ring mm 0 10
4. V- funnel sec 6 12
5. V funnel at T5minutes sec 0 +3
6. L-Box h2/h1 0.8 1.0
7. U-Box (h2-h1)mm 0 30
8. Fill Box % 90 100
9. GTM screen Stability test % 0 15
10. Orimet sec 0 5
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Experimental programme
An experimental programmes were planned to investigate thecompressive strength, flexural strength and split tensilestrength when fine aggregate is replaced by coal ash, marble
powder and the combination of both materials in different
percentages of 25, 50, 75 and 100. Experimental programmes were planned to compare the
compressive strength at different ages i.e. 7, 28, 56 days withUltrasonic pulse velocity test, Rebound hammer test, anddirect compression test at various replacement levels.
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Materials used
Cement: OPC with grade 43 was used. Properties of OPC
used are as given in table.Characteristics Experimental Observations Value specified by IS: 12269-1987
Standard Consistency 33% -
Specific gravity 3.15
Initial Setting Time 125 mins >30 mins
Final Setting Time 215 mins 225 m2/kg
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Coarse aggregates
Coarse aggregates used for the study was natural coarse
aggregates (angular type of 20 and 12.5mm of size).They were
then washed to remove dust and were dried to surface dry
condition.
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Fine aggregates
Locally available sand was used for this study
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Coal Ash The fly ash produced from the burning of pulverized coal in a
coal-fired boiler is a fine-grained, powdery particulate material
that is carried off in the flue gas. We obtain this coal ash from
Guru Gobind Singh Super Thermal Plant, ROPAR
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Marble powder Marble powder used is a waste material obtained from cutting
of marble plates.
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Present work Done
Replacement of fine aggregates by coal ash and marble
powder in varying percentages of 25, 50, 75 and 100 with
addition of VMA and SP in the mix.
Mix proportions are obtained in table. The total number of
specimens to be cast for various tests at the ages of 7, 28 and
56 days is shown in the tables below
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Moulds for specimen
Standard cubical moulds of size 150mm x 150mm
x150mm used to cast concrete specimens to test
compressive strength of concrete.
Beam moulds of size 600mm x 100mm x 100mm were usedto prepare concrete specimens to test flexural strength.
Cylindrical samples of diameter 150mm and height 300mm
were casted to test split tensile strength
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Contd.
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Tests performed on various samples
Direct compression Test
Split tensile strength
Flexural strength test
Ultrasonic pulse velocity test Rebound hammer test
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Direct compression test
The test was conducted on cubical moulds at the age of 7, 28,56 days. The load was gradually applied without any shock
and increased at constant rate of 14N/mm2/minute until failure
of specimen takes place. It was tested on compression testing
machine.
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Split Tensile Test
The test was conducted on concrete cylinders at the age of 28
days. The test was performed on 100 tones capacity
Compression Testing Machine. The tensile strength was
calculated by
ft = 2P/DL
Where:
ft = tensile strength
P = maximum applied load
L = length of cylinder
D = diameter of cylinder
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Flexure Test
The test was performed on concrete beam mould at the age of28 days on 100 tones compression testing machine. In this testsingle point load is used and load is applied which producesconstant bending moment throughout. The modulus of rupturewas calculated by the relation:
fr = PL/bd2Where:
fr = flexural strength
P = maximum applied load
L = span lengthb = average width of specimen
d = average depth of specimen
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Ultrasonic pulse velocity test
The velocity of an ultrasonic pulse is influenced by those
properties of concrete which determine its elastic stiffness and
mechanical strength. Hence each material has typical
ultrasonic pulse velocities. These velocities can be correlated
with the material properties. Comparatively higher velocity isobtained when concrete quality is good in terms of density,
uniformity, homogeneity etc.
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Rebound Hammer Test
Rebound number was calculated on each specimen of concrete
and than the average compressive strength had been
calculated.
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Mix Proportions for different concrete
mixes
Sr.
No.
Mix Cement
(Kg/m3)
Coarse
Agg.
(Kg/m3)
Fine Agg.
(Kg/m3)
Coal Ash
(Kg/m3)
Marble
Powder
(Kg/m3)
Total
powder
Water
(Lt/m3)
S.P.
(Kg/m3)
VMA
(Kg/m3)
1 MR 450 900 800 0 0 450 158.6 450 112.5
2 MCA1 450 900 600 200 0 650 206.9 450 112.5
3 MCA2 450 900 400 400 0 850 212.5 450 112.5
4 MCA3 450 900 200 600 0 1050 219.4 450 112.5
5 MCA4 450 900 0 800 0 1250 221.2 450 112.5
6 MMP1 450 900 600 0 200 650 175.5 450 112.5
7 MMP2 450 900 400 0 400 850 185.9 450 112.5
8 MMP3 450 900 200 0 600 1050 257.7 450 112.5
9 MMP4 450 900 0 0 800 1250 263.4 450 112.5
10 MMC1 450 900 600 100 100 650 191.3 450 112.5
11 MMC2 450 900 400 200 200 850 194.3 450 112.5
12 MMC3 450 900 200 300 300 1050 201.5 450 112.5
13 MMC4 450 900 0 400 400 1250 208.6 450 112.5
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Contd.Where
MR is reference mix
MCA1 is 25 % F.A. replaced with coal ash. MCA2 is 50 % F.A. replaced with coal ash.
MCA3 is 75 % F.A. replaced with coal ash.
MCA4 is 100 % F.A. replaced with coal ash.
MMP1 is 25 % F.A. replaced with marble powder.
MMP2 is 50 % F.A. replaced with marble powder. MMP3 is 75 % F.A. replaced with marble powder.
MMP4 is 100 % F.A. replaced with marble powder.
MMC1 is 25 % F.A. replaced with coal ash (12.5%) and marble powder(12.5%).
MMC2 is 50 % F.A. replaced with coal ash (25%) and marble powder
(25%). MMC3 is 75 % F.A. replaced with coal ash (37.5%) and marble powder
(37.5%).
MMC4 is 100 % F.A. replaced with coal ash (50%) and marble powder(50%).
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Variations of slump flow for different
mixesMix designation Percentage replacement Slump flow (mm)
MR 0 700
MCA1 25 690
MCA2 50 685
MCA3 75 675
MCA4 100 665
MMP1 25 685
MMP2 50 675
MMP3 75 670
MMP4 100 665
MMC1 12.50+12.50 680
MMC2 25+25 675
MMC3 37.50+37.50 670
MMC4 50+50 660
Compressive strength of mix with Coal Ash
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Compressive strength of mix with Coal Ash
replacement%age Replacement with Coal
Ash
Cube Compressive Strength(Mpa) Compressive Strength by Rebound
Hammer(Mpa)
Compressive Strength by
UPV(Mpa)
7 day 28 day 7 day 28 day 7 day 28 day
0 39.2 45.4 40 42 38.8 46.6
25 31.7 38.4 33 37 31.75 38.2
50 29.7 34.2 29 34 30.20 35.2
75 28.2 33.8 26 31 25.5 29
100 26.5 31.3 21 29 22.6 27.5
Compressive strength of mix with Marble
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%age Replacement with Marble
powder
Cube Compressive Strength(Mpa) Compressive Strength by Rebound hammer(Mpa) Compressive Strength by
UPV(Mpa)
7 day 28 day 7 day 28 day 7 day 28 day
0 39.2 45.4 40 42 38.8 46.6
25 20.9 25.7 18 28 24.4 26.6
50 20.3 24.3 16 26 19.2 25.7
75 14.2 17.04 12 20 16.8 21.3
100 6.49 8.2 10 13 8.4 12.2
Compressive strength of mix with Marble
powder replacement
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Compressive strength of mix with Coal
Ash and Marble powder replacement%age Replacement with Marble
powder & Coal Ash
Cube Compressive Strength(Mpa) Compressive Strength by Rebound Hammer(Mpa) Compressive Strength by
UPV(Mpa)
7 day 28 day 7 day 28 day 7 day 28 day
0 39.2 45.4 40 42 38.8 46.6
12.5MP+12.5CA 25.3 31.4 20 34 28.75 34.25
25.0MP+25.0CA 22.2 25.6 18 25 24 25.6
37.5MP+37.5CA 19.6 22.8 16 21 19.5 21.2
50.0MP+50.0CA 17.4 21.3 15 18 12.5 18.4
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Compressive strength with Coal Ash
replacement
0
5
10
15
20
25
30
35
40
45
50
0 25 50 75 100
compressivestrength
(Mpa)
%age replacement
28 Days compression test value
28 days Rebound Values
28 Days UPV values
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Compressive strength with Marble
powder replacement
0
5
10
15
20
25
30
35
40
45
50
0 25 50 75 100
compressivestrength
(Mpa)
%age replacement
28 Days compression test value
28 days Rebound Values
28 Days UPV values
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Compressive strength variation with
Coal Ash and Marble Powder
0
5
10
15
20
25
30
35
40
45
50
0 25 50 75 100
compressivestrength
(Mpa)
%age replacement
28 Days compression test value
28 days Rebound Values
28 Days UPV values
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Conclusions
Good hardened properties were achieved for theconcretes with 25% replacement with coal Ashwhich can be considered as the optimum contentfor high compressive strength
Marble powder being an inert fine material helpsto fill the micro pores and makes concrete moredense
Marble powder gives good hardened propertiesat 25% replacement and this goes on decreasingat higher replacement levels
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Combined replacement of coal ash and
marble powder gives better hardened
properties as compared to replacement with
marble powder only
Comparison of compressive strength
calculated from compression test, UPV and RH
test indicates that these non destructive testscan give fairly good idea about the quality of
concrete
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THANK YOU
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