SELF COMPACTING CONCRETE USING MARBLE POWDER AND COAL ASH

7/29/2019 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)


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)


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 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 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

SELF COMPACTING CONCRETE USING MARBLE POWDER AND COAL ASH

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