mechanical characterization based on partial replacement ... · the effect of using marble powder...

Mechanical Characterization Based on Partial Replacement Analysis of

Portland Pozzolana Cement with Industrial Waste in M30 Grade Concrete

Bibekananda Naik*,

*Assistant Professor, Department of Civil Engineering,

Biju Patnaik Institute of Technology, Phulbani, Odisha, India.

Shashwati Soumya Pradhan

Resource Person, Department of Civil Engineering,

Centre for Advanced Post Graduate Studies, BPUT, Rourkela, Odisha, India.

Dilip Kumar Bagal

Assistant Professor, Department of Mechanical Engineering,

Government College of Engineering, Kalahandi, Bhawanipatna, Odisha, India.

Abstract Since last few years, marble has been deliberated as one of the

most significant decorative building materials. Marble Powder

(MP) and Fly Ash (FA) are some of the materials which

creates health hazards and pollutes the environment. Marble

powder is formed from sawing, shaping and polishing process

of marble while Fly ash is a residue collected from

combustion of powdered coal. This study aims to investigate

the effect of using marble powder and fly ash as a partial

replacement of cement respectively in different concrete

mixes. The M30 grade of concrete was chosen with a constant

w/c ratio 0.43 where partial replacement of Portland

Pozzolana Cement (PPC) with Marble Powder and Fly Ash is

done in different proportion. For different mix identity

strength analysis has been conducted. Fresh concrete tests

such as slump cone and compaction factor test has been

conducted to evaluate the workability of the concrete.

Hardened concrete tests such as compressive and split tensile

strength test have been conducted to appraise the mechanical

properties of concrete. The results of all tests were analyzed,

different comparison has done among concrete mixes and the

conclusion is drawn. The reuse of waste material has been

emphasized which can help in reduction of construction cost

and industrial waste.

Keywords: M30 Concrete, Marble Powder, Fly Ash, Material

Replacement, Mechanical Strength, Portland Pozzolana

Cement.

Introduction A new revolution took place in the construction industry when

cement was invented in the 19th century. Concrete

manufacturing is one of the technique related to building and

construction industry have been developed after the invention

of cement. Marble industry was one of the pristine industry

related to building and construction. Concrete is widely used

construction material consisting of cement, fine aggregates,

coarse aggregates and required quantity of water. Many

researches proved that mineral admixtures can be successfully

and economically utilized to improve some fresh and

hardened concrete properties[1-10].

Marbles are mainly used in flooring purpose in building

construction due to which a large amount of waste is

produced. About 20% of quarried marble is resulted as waste

and reached as high millions of tons. Generally marble waste

is damped in pit near the construction site or factory. This

practice is not considered safe as per environmental concerns

since disposal of Marbles up on open places as in dry season

marble powder flies in air and get deposited on vegetation

which contaminate the ground water as well as surface water.

Nowadays utilization of marble waste in many sectors like

agriculture, paper and glass factories, construction industries

helps in controlling environmental problems. Similarly, Fly

ash is a byproduct from burning pulverized coal in electric

power generating plants. Fly Ash is used extensively as a

partial replacement of cement, however, though the its

inclusion in concrete gives many benefits, such inclusion

causes a significant reduction in early strength due to the

relatively slow hydration of Fly Ash[11-22].

The objective of the present research work is to find the

influence of the combined application of fly ash and marble

powder on various strength properties of M30 grade of

concrete. Fresh concrete tests such as slump cone and

compaction factor test has been conducted to evaluate the

workability of the concrete. Hardened concrete tests such as

compressive strength and split tensile strength test has been

conducted to evaluate the mechanical properties of concrete

with the addition of various proportions of marble powder and

fly ash.

Experimental Analysis and Methodology

Material Used for Fabrication

Materials used for fabrication of test specimen are as follows:

1. Portland Pozzolana Cement (PPC)

2. Marble Powder (MP)

3. Fly Ash (FA)

4. Fine Aggregate

5. Coarse Aggregate

6. Water

International Journal of Applied Engineering Research ISSN 0973-4562 Volume 14, Number 13, 2019 (Special Issue) © Research India Publications. http://www.ripublication.com

Page 35 of 53

Portland Pozzolana Cement (PPC)

Portland Pozzolana Cement (PPC) makes concrete more

impermeable, denser as compared to OPC. The long-term

strength of PPC is higher compared to ordinary Portland

cement (OPC). PPC produces less heat of hydration and offers

greater resistance to the attack of aggressive waters than

normal OPC. PPC can be used for all types of construction.

Table 1 shows the physical properties and Table 2 shows the

chemical composition of Portland Pozzolana Cement.

Table 1: Physical properties of Portland Pozzolana Cement

Physical properties Value IS Code

Normal consistency 35% IS:12269:1987

Specific gravity 3.10 IS:12269:1987

Initial setting time 35 min IS:12269:1987

Final setting time 166 min IS:12269:1987

Table 2: Chemical composition of Portland Pozzolana

Cement

Particulars Proportion

SiO2 21.77%

Al2O3 2.59%

SO3 2.41%

CaO 57.02%

MgO 2.71%

Fe2O3 0.65%

Marble Powder (MP)

MP is produced from processing plants sawing and polishing

of marble blocks. Table 3 shows the chemical composition

and Table 4 shows the physical properties of Marble Powder.

Table 3: Chemical composition of Marble Powder


SiO2 21.12%

Al2O3 5.62%

Fe2O3 3.24%

CaO 62.94%

MgO 2.73%

Density,(g/cm3) 2.80

Table 4: Physical properties of Marble Powder


Fineness 3

Brightness (Hunter Y) 92

Retained on 325 Mesh Screen 0.03%

Moisture 0.12%

Acid Insoluble 2%

Specific Gravity 2.7

Hardness 3

Fly Ash (FA)

The burning of harder, older anthracite and bituminous coal

typically produces Class F type FA. FA is pozzolanic in

nature and contains less than 7% lime (CaO). FA produced in

modern power stations of India is of good quality as it

contains low Sulphur and very low unburnt carbon i.e. less

loss on ignition. FA is one of the naturally-occurring products

from the coal combustion process and is a material. Table 5

shows the physical properties and Table 6 shows Chemical

composition of Fly Ash.

Table 5: Physical properties of Fly Ash

Parameters Constituent/ Properties

Bulk Density (gm/cc) 0.9-1.3

Specific Gravity 1.6-2.6

Plasticity Lower or non-plastic

Shrinkage Limit (Volume

stability)

Higher

Grain size Major fine sand

Clay (%) Negligible

Free Swell Index Very low

Classification (Texture) Sandy silt to silty loam

Water Holding Capacity

(WHC) (%)

40-60

Porosity (%) 30-65

Surface Area (m2/ kg) 500-5000

Lime reactivity (MPa) 1-8

Table 6: Chemical composition of Fly Ash

Compounds Percentage in FA

SiO2 38-63

Al2O3 27-44

TiO2 0.4-1.8

Fe2O3 3.3-6.4

MnO 0.5

MgO 0.01-0.5

CaO 0.2-8

K2O 0.04-0.9

Na2O 0.07-0.43

Loss of Ignition 0.2-5.0

Natural Fine Aggregate (NFA)

Regionally accessible sand confirming to IS specifications

turned into used as the satisfactory combination in the

concrete coaching. The specific gravity of NFA is 2.66. The

bulk density of NFA is 1415 Kg/m3. Water absorption of sand

is 13.89%. Table 7 shows the size variation of fine aggregate

Table 7: Size variation of fine aggregate

Fine aggregate Size variation

Coarse Sand 2.0mm – 0.5mm

Medium sand 0.5mm – 0.25mm

Fine sand 0.25mm – 0.06mm

Silt 0.06mm – 0.002mm

Natural Coarse Aggregate (NCA)

The sieve analysis test has been carried out for the NCA and

the procedures are followed as per the IS code. As a result, the

aggregate has taken between sizes of 10 mm to 20 mm. The


Page 36 of 53

specific gravity of aggregate has found out which further used

in the mix design procedure. Fineness modulus range of 10

mm to 20 mm size coarse aggregate is 6.0 to 6.9. Table 8

shows types of gravel in NCA.

Table 8: Types of gravel

Coarse aggregate Size

Fine gravel 4mm – 8mm

Medium gravel 8mm – 16mm

Coarse gravel 16mm – 64mm

Cobbles 64mm – 256mm

Concrete Mix Proportion

M30 grade of concrete was designed as per the Indian

Standard code of practice (IS 10262 (2009)).

Table 9: Mix identity for Marble Powder based specimen

Concrete Mix Proportion Mix Identity

Cement 100% + NFA 100% + NCA 100% CM0F0

Cement 95% + NFA 100% + NCA 100%

+ MP 5%

CM5F0

Cement 90% + NFA 100% + NCA 100%

+ MP 10%

CM10F0

Cement 85% + NFA 100% + NCA 100%

+ MP 15%

CM15F0

Cement 100% + NFA 80% + NCA 100%

+ MP 20%

CM20F0

Table 10: Mix identity for FA based specimen

Concrete Mix Proportion Mix Identity


Cement 95% + NFA 100% + NCA 100%

+ FA 5%

CM0F5

Cement 90% + NFA 100% + NCA 100%

+ FA 10%

CM0F10

Cement 85% + NFA 100% + NCA 100%

+ FA 15%

CM0F15

Cement 80% + NFA 100% + NCA 100%

+ FA 20%

CM0F20

Table 11: Mix identity for MP and FA based specimen

Concrete Mix Design Mix Identity


Cement 80% + NFA 100% + NCA 100%

+ MP 5% + FA 15%

CM5F15

Cement 80% + NFA 100% + NCA 100%

+ MP 10% + FA 10%

CM10F10

Cement 80% + NFA 100% + NCA 100%

+ MP 15% + FA 5%

CM15F5

Mixing and Casting

All the materials such as PPC, NCA, NFA, MP and FA of

particular quantity are added in the concrete mixture machine.

All the materials mixed properly in dry condition. Required

amount of water has been added slowly it forms a

homogenous mixture. Cubes and cylinders were casted for 7,

28, 56 and 90 days for each concrete mix. The size details of

test specimen is shown in table 12.

Table 12: Test Specimen size details

Tests Sample size Nos.

7 days compressive strength

of cube

(150 X 150 X 150)

mm

3

28 days compressive

strength of cube

(150 X 150 X 150)

mm

3

56 days compressive

strength of cube

(150 X 150 X 150)

mm

3

90 days compressive

strength of cube

(150 X 150 X 150)

mm

3

7 days split tensile strength

of cylinder

(100mm diameter

X 200mm height)

3


of cylinder

(100mm diameter

X 200mm height)

3


of cylinder

(100mm diameter

X 200mm height)

3


of cylinder

(100mm diameter

X 200mm height)

3

Curing

Mould has been removed after 24 hours of casting period.

Specimens are marked clearly after removed from the mould.

All specimens are taken to the curing tank and place there

safely for 7, 28, 56, 90 days. Curing is to provide concrete

with adequate moisture and temperature to cement hydration

for a sufficient period of time. Proper curing of concrete is

crucial to obtain design strength and maximum durability,

especially for concrete exposed to extreme environmental

conditions at an early age. Curing process is controlling the

rate and extent of moisture loss from concrete during cement

hydration. The strength of concrete, its durability and other

physical properties are affected by curing and application of

the various types as it relates to the running weather condition

in a particular locality, as curing is only one of many

requirements for concrete production.

Fresh Concrete Test

Fresh concrete is the concrete phase from time of mixing to

end of time concrete surface finished in its final location in the

structure. Testing of fresh concrete shows the workability and

air content present in the concrete. Slump cone and

compaction factor test are done for the fresh concrete.

Slump Cone Test

Concrete slump test is to determine the workability of

concrete mix. Concrete slump test is carried out to check the

uniform quality of concrete during construction. Slump cone

testing apparatus has taken such mould for slump test, non-

porous base plate, measuring scale, tamping rod. The mould

having height 30 cm, bottom diameter 20 cm and top diameter

10 cm. The tamping rod is of steel 16 mm diameter and 60cm

long and rounded at one end. The slump was casted, for

different replacement in concrete different slump value has

taken.


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Compaction Factor Test

Compacting factor of fresh concrete is done to determine the

workability of fresh concrete. For different replacement in

concrete different compaction factor value has noted.

Compacting factor is the ratio of weight of partially

compacted concrete and weight of fully compacted concrete.

Hardened Concrete Test

Various tests on hardened Concrete are done to ensure the

design strength of concrete and quality of concrete

construction is achieved. There are several reasons for testing

of hardened concrete is important. Tests can be investigating

the fundamental physical behaviour of concrete such as elastic

properties and strength characteristics.

Compressive Strength Test

Structural design codes are based on compressive strength.

The compressive strength is defined as the resistance to failure

under the action of compressive forces. Especially for

concrete, compressive strength is an important factor to

determine the performance of the material during

construction. The strength of concrete is required to calculate

the strength of the members. Tests have been conducted of the

test specimens 7, 28, 56 and 90 days. Cube specimens (150 X

150 X 150) mm cured in in water has taken out. It has been

tested immediately after drying.

Split Tensile Strength

The tensile strength of concrete is one of the basic and

important properties. The concrete is very weak in tension due

to its brittle nature and is cannot expected to resist the direct

tension. The concrete occurs cracks when subjected to tensile

forces. Thus, it is necessary to determine the tensile strength

of concrete to determine the load at which the concrete

members can crack. Wet cylinder specimen (200 mm height X

100 mm diameter) has been taken from water after 7, 28, 56,

90 days of curing. Dry out water from the surface of

specimen.

Results and Discussions

Fresh Concrete Test Results Immediately after mixing all the dry ingredients with water,

fresh concrete test has been conducted. Slump cone and

compaction factor test has been conducted. For different

replacement of concrete different test results are noted.

Slump Cone Test Results

The workability of the fresh concrete was measured by means

of slump test. This test was conducted immediately after

mixing. The slump flow is decreasing from 3.34% to 16.67%

for concrete mixture by partially replacing cement with

marble powder and fly ash. CM0F0 shows zero slump and

other mix identity shows true slump for the workability

properties of marble powder and fly ash. Table 13 gives the

w/c ratio and slump value of different concrete mix.

Table 13: Slump value of different concrete mix

Mix identity w/c Ratio Slump value (mm)

CM0F0 0.43 30

CM5F0 0.43 28

CM10F0 0.43 27

CM15F0 0.43 26

CM20F0 0.43 25

CM0F5 0.43 30

CM0F10 0.43 29

CM0F15 0.43 27

CM0F20 0.43 26

CM5F10 0.43 28

CM10F10 0.43 26

CM15F5 0.43 27

Compaction Factor Test Results

The workability of the fresh concrete was measured by means

of the compaction factor test. This test was conducted

immediately after mixing. For different concrete mix such as

partial replacement of cement with marble powder 5-20%,

partial replacement of cement with fly ash 5-20% and partial

replacement of cement with different percentage of marble

powder and fly ash with 5-20%, the different variation of

Compaction factor value is represented in Table 14.

Table 14: Compaction factor value of different concrete mix

Mix identity w/c Ratio Compaction factor value, kg

CM0F0 0.43 0.861

CM5F0 0.43 0.856

CM10F0 0.43 0.755

CM15F0 0.43 0.745

CM20F0 0.43 0.710

CM0F5 0.43 0.768

CM0F10 0.43 0.771

CM0F15 0.43 0.763

CM0F20 0.43 0.711

CM5F10 0.43 0.757

CM10F10 0.43 0.802

CM15F5 0.43 0.733

Hardened Concrete Test Results

After a curing period of 7, 28, 56 and 90 days, the concrete

specimens were tested for evaluating hardened concrete

properties by conducting different tests such as compressive

and split tensile strength tests.

Compressive Strength Results

The compressive strength of the specimen is tested after 7, 28,

56 and 90 days of curing period. CS represents compressive

strength. The compressive strength test result for MP based

concrete is represented in Table 15 - 19. The comparison

between the tests results are presented in the Table 20. It

indicates that the concrete mix CM5F0 gives highest strength

as compared to CM0F0 as shown in Figure 1.


Page 38 of 53

Table 15: Compressive Strength Test results of cube specimen CM0F0

Specimen no. Loading, kN Area, mm2 7 days, N/mm2 28 days, N/mm2 56 days, N/mm2 90 days, N/mm2

1 598.50 22500 26.60 - - -

2 580.50 22500 25.80 - - -

3 609.75 22500 27.10 - - -

Average 596.25 22500 26.50 - - -

1 724.50 22500 - 32.20 - -

2 711.00 22500 - 31.60 - -

3 744.75 22500 - 33.10 - -

Average 726.75 22500 - 32.30 - -

1 987.75 22500 - - 43.90 -

2 1003.50 22500 - - 44.60 -

3 996.75 22500 - - 44.30 -

Average 996.00 22500 - - 44.26 -

1 1091.70 22500 - - - 48.52

2 1113.75 22500 - - - 49.50

3 1118.25 22500 - - - 49.70

Average 1107.90 22500 - - - 49.24



1 652.50 22500 29.00 - - -

2 659.25 22500 29.30 - - -

3 668.25 22500 29.70 - - -

Average 660.00 22500 29.33 - - -

1 738.00 22500 - 32.80 - -

2 753.75 22500 - 33.50 - -

3 761.62 22500 - 33.85 - -

Average 751.12 22500 - 33.38 - -

1 1012.50 22500 - - 45.00 -

2 994.50 22500 - - 44.20 -

3 1035.00 22500 - - 46.00 -

Average 1014.00 22500 - - 45.06 -

1 1125.00 22500 - - - 50.00

2 1107.00 22500 - - - 49.20

3 1143.00 22500 - - - 50.80

Average 1125.00 22500 - - - 50.00



1 553.50 22500 24.60 - - -

2 564.75 22500 25.10 - - -

3 580.50 22500 25.80 - - -

Average 566.25 22500 25.16 - - -

1 686.25 22500 - 30.50 - -

2 708.75 22500 - 31.50 - -

3 697.50 22500 - 31.00 - -

Average 697.50 22500 - 31.00 - -

1 904.50 22500 - - 40.20 -

2 940.50 22500 - - 41.80 -

3 924.75 22500 - - 41.10 -

Average 923.25 22500 - - 41.03 -

1 1057.50 22500 - - - 47.00

2 1046.25 22500 - - - 46.50

3 1065.15 22500 - - - 47.34

Average 1056.30 22500 - - - 46.94


Page 39 of 53



1 578.25 22500 25.70 - - -

2 546.75 22500 24.30 - - -

3 564.75 22500 25.10 - - -

Average 563.25 22500 25.03 - - -

1 675.00 22500 - 30.00 - -

2 715.50 22500 - 31.80 - -

3 663.75 22500 - 29.50 - -

Average 684.75 22500 - 30.43 - -

1 888.75 22500 - - 39.50 -

2 877.50 22500 - - 39.00 -

3 893.25 22500 - - 39.70 -

Average 886.50 22500 - - 39.40 -

1 1012.50 22500 - - - 45.00

2 1008.00 22500 - - - 44.80

3 1017.00 22500 - - - 45.20

Average 1012.50 22500 - - - 45.00



1 429.75 22500 19.10 - - -

2 438.75 22500 19.50 - - -

3 420.75 22500 18.70 - - -

Average 429.75 22500 19.10 - - -

1 600.75 22500 - 26.70 - -

2 569.25 22500 - 25.30 - -

3 585.00 22500 - 26.00 - -

Average 585.00 22500 - 26.00 - -

1 783.00 22500 - - 34.80 -

2 747.00 22500 - - 33.20 -

3 765.00 22500 - - 34.00 -

Average 765.00 22500 - - 34.00 -

1 915.75 22500 - - - 40.70

2 884.25 22500 - - - 39.30

3 900.00 22500 - - - 40.00

Average 900.00 22500 - - - 40.00

Table 20: Summary of the MP based Compressive Strength Test result

Mix

Identity

7 Days 28 Days 56 Days 90 Days

Avg.

CS, N/mm2

% change

w.r.t

CM0F0

Avg.

CS, N/mm2

% change

w.r.t

CM0F0

Avg.

CS, N/mm2

% change

w.r.t

CM0F0

Avg.

CS, N/mm2

% change

w.r.t

CM0F0

CM0F0 26.50 0.00 32.30 0.00 44.26 0.00 49.24 0.00

CM5F0 29.33 2.83 33.38 1.08 45.06 0.80 50.00 0.76

CM10F0 25.16 -1.34 31.00 -1.30 41.03 -3.23 46.94 -2.30

CM15F0 25.03 -1.47 30.43 -1.87 39.40 -4.86 45.00 -4.24

CM20F0 19.10 -7.40 26.00 -6.30 34.00 -10.26 40.00 -9.24


Page 40 of 53

The above table shows that CM5F0 for 90 days of curing

period gets the highest compressive strength value. CM20F0

gets the lowest strength value for 7 days of curing period. All

other MP based concrete mix shows the reduction in the

compressive strength as compared to CM0F0. Compressive

strength increases as increase in curing periods. Curing helps

to gain higher compressive strength in concrete. Figure 2

shows that 90 days curing specimen gives highest

compressive strength as compared to 7, 28 and 56 days curing

period.

7 days 28 days 56 days 90 days

15

20

25

30

35

40

45

50

Com

pre

ssiv

e S

tren

gth

(N

/mm

2)

Age in Days

CM0F0

CM5F0

CM10F0

CM15F0

CM20F0

Figure 1: Compressive strength versus age for marble powder

based concrete

CM0F0 CM5F0 CM10F0 CM15F0 CM20F0

18

20

22

24

26

28

30

32

34

36

38

40

42

44

46

48

50

Com

pre

ssiv

e S

tren

gth

(N

/mm

2)

Concrete Mix

7 days

28 days

56 days

90 days

Figure 2: Compressive strength of marble powder based

concrete mix for different curing condition age for MP based

concrete

The test result of compressive strength for fly ash based

concrete is represented in Table 21-24. The comparison

between the tests results are presented in the Table 25 shows

that the concrete mix CM0F5 indicates highest strength value

for 90 days of curing period and CM0F20 indicates lowest

strength value for 7 days of curing period as compared to

CM0F0. All other FA based concrete mix shows the reduction

in the compressive strength as compared to primary specimen.



1 585.00 22500 26.00 - - -

2 609.75 22500 27.10 - - -

3 596.25 22500 26.50 - - -

Average 600.75 22500 79.60 - - -

1 778.50 22500 - 34.60 - -

2 765.00 22500 - 34.00 - -

3 753.75 22500 - 33.50 - -

Average 765.75 22500 - 34.03 - -

1 1053.00 22500 - - 46.80 -

2 1035.00 22500 - - 46.00 -

3 1037.25 22500 - - 46.10 -

Average 1041.75 22500 - - 46.30 -

1 1086.75 22500 - - - 48.30

2 1100.25 22500 - - - 48.90

3 1116.00 22500 - - - 49.60

Average 1086.00 22500 - - - 48.93



1 607.50 22500 27.00 - - -

2 645.75 22500 28.70 - - -

3 613.12 22500 27.20 - - -

Average 622.12 22500 27.63 - - -

1 693.00 22500 - 30.80 - -

2 697.50 22500 - 31.00 - -

3 652.50 22500 - 29.00 - -

Average 681.00 22500 - 30.26 - -

1 900.00 22500 - - 40.00 -

2 945.00 22500 - - 42.00 -

3 927.00 22500 - - 41.20 -


Page 41 of 53

Average 924.00 22500 - - 41.06 -

1 990.00 22500 - - - 44.00

2 999.00 22500 - - - 44.40

3 985.50 22500 - - - 43.80

Average 991.50 22500 - - - 44.06



1 472.50 22500 21.00 - - -

2 483.75 22500 21.50 - - -

3 468.00 22500 20.80 - - -

Average 474.75 22500 21.10 - - -

1 630.00 22500 - 28.00 - -

2 652.50 22500 - 29.00 - -

3 634.50 22500 - 28.20 - -

Average 639.00 22500 - 28.40 - -

1 787.50 22500 - - 35.00 -

2 810.00 22500 - - 36.00 -

3 785.25 22500 - - 34.90 -

Average 794.25 22500 - - 35.30 -

1 855.00 22500 - - - 38.00

2 832.50 22500 - - - 37.00

3 877.50 22500 - - - 39.00

Average 855.00 22500 - - - 38.00



1 405.00 22500 18.00 - - -

2 393.75 22500 17.50 - - -

3 418.50 22500 18.60 - - -

Average 405.75 22500 18.03 - - -

1 573.75 22500 - 25.50 - -

2 555.75 22500 - 24.70 - -

3 568.12 22500 - 25.50 - -

Average 565.87 22500 - 25.23 - -

1 742.50 22500 - - 33.00 -

2 760.50 22500 - - 33.80 -

3 729.00 22500 - - 32.40 -

Average 744.00 22500 - - 33.06 -

1 810.00 22500 - - - 36.00

2 828.00 22500 - - - 36.80

3 796.50 22500 - - - 35.40

Average 811.50 22500 - - - 36.06

Table 25: Summary of the FA based CS test result

Mix

Identity


Avg.

CS, N/mm2

% change

w.r.t

CM0F0

Avg.

CS, N/mm2

% change

w.r.t

CM0F0

Avg.

CS, N/mm2

% change

w.r.t

CM0F0

Avg.

CS, N/mm2

% change

w.r.t

CM0F0

CM0F0 26.50 0.00 32.30 0.00 44.26 0.00 49.24 0.00

CM0F5 29.60 3.10 34.03 1.73 46.30 2.04 48.93 -0.31

CM0F10 27.63 1.13 30.26 -2.04 41.06 -3.20 44.06 -5.18

CM0F15 21.10 -5.40 28.40 -3.90 35.30 -8.96 38.00 -11.24

CM0F20 18.03 -8.47 25.23 -7.07 33.06 -11.2 36.06 -13.18


Page 42 of 53


15

20

25

30

35

40

45

50C

om

pre

ssiv

e S

tren

gth

(N

/mm

2)

Age in Days

CM0F0

CM0F5

CM0F10

CM0F15

CM0F20

Figure 3: Compressive strength versus age for fly ash


18

20

22

24

26

28

30

32

34

36

38

40

42

44

46

48

50

Com

pre

ssiv

e S

tren

gth

(N

/mm

2)

Concrete Mix

7 days

28 days

56 days

90 days

Figure 4: Compressive strength of fly ash based concrete mix

for different curing condition

Figure 3 shows the compressive strength versus age for fly

ash. The partial replacement of cement with 10% and 15% of

Fly Ash indicates very small variation in compressive strength

at 90 days of curing period as shown in Figure 4.

The compressive strength of the specimen is tested after 7, 28,

56 and 90 days of curing period. The test result of

compressive strength for MP and FA based concrete is

represented in Table 26 - 28. The comparison between the

tests results are presented in the Table 29.



1 742.50 22500 33.00 - - -

2 760.50 22500 33.80 - - -

3 747.00 22500 33.20 - - -

Average 750.00 22500 33.33 - - -

1 780.75 22500 - 34.70 - -

2 765.00 22500 - 34.00 - -

3 749.25 22500 - 33.30 - -

Average 765.00 22500 - 34.00 - -

1 792.00 22500 - - 35.20 -

2 783.00 22500 - - 34.80 -

3 787.50 22500 - - 35.00 -

Average 787.50 22500 - - 35.00 -

1 877.50 22500 - - - 39.00

2 870.75 22500 - - - 38.70

3 884.25 22500 - - - 39.30

Average 877.50 22500 - - - 39.00



1 607.50 22500 27.00 - - -

2 598.50 22500 26.60 - - -

3 616.50 22500 27.40 - - -

Average 607.50 22500 27.00 - - -

1 742.50 22500 - 33.00 - -

2 738.00 22500 - 32.80 - -

3 747.00 22500 - 33.20 - -

Average 742.50 22500 - 33.00 - -

1 810.00 22500 - - 36.00 -

2 803.25 22500 - - 35.70 -

3 816.75 22500 - - 36.30 -

Average 810.00 22500 - - 36.00 -

1 870.75 22500 - - - 38.70

2 884.25 22500 - - - 39.30

3 877.50 22500 - - - 39.00

Average 877.50 22500 - - - 39.00


Page 43 of 53



1 495.00 22500 22.00 - - -

2 499.50 22500 22.20 - - -

3 490.50 22500 21.80 - - -

Average 495.00 22500 22.00 - - -

1 720.00 22500 - 32.00 - -

2 726.75 22500 - 32.30 - -

3 713.25 22500 - 31.70 - -

Average 720.00 22500 - 32.00 - -

1 855.00 22500 - - 38.00 -

2 846.00 22500 - - 37.60 -

3 864.00 22500 - - 38.40 -

Average 855.00 22500 - - 38.00 -

1 945.00 22500 - - - 42.00

2 922.50 22500 - - - 41.00

3 967.50 22500 - - - 43.00

Average 945.00 22500 - - - 41.00

Table 29: Summary of the MP and FA based Compressive Strength Test result

Mix

Identity


Avg.

CS, N/mm2

% change

w.r.t

CM0F0

Avg.

CS, N/mm2

% change

w.r.t

CM0F0

Avg.

CS, N/mm2

% change

w.r.t

CM0F0

Avg.

CS, N/mm2

% change

w.r.t

CM0F0

CM0F0 26.50 0.00 32.30 0.00 44.26 0.00 49.24 0.00

CM5F15 33.33 6.83 34.00 1.70 35.00 -9.26 39.00 -10.24

CM10F10 27.00 1.50 33.00 0.70 36.00 -10.26 39.00 -10.24

CM15F5 22.00 -4.50 28.00 -4.30 32.00 -12.26 48.00 -1.24

CM20F0 19.10 -7.40 26.00 -6.30 34.00 -10.26 40.00 -9.24

CM0F20 18.03 -8.47 25.23 -7.07 33.06 -11.20 36.06 -13.18

It shows that the concrete mix CM5F15 for 90 days of curing

period indicates highest strength and CM0F20 indicates

lowest strength value as compared to CM0F0. The

compressive strength values for all other MP based concrete

mix continuously decreasing their strength as compared to

CM0F0. CM20F0 and CM0F20 are having nearly same value

on 28 and 56 days of curing as shown Figure 6.

7 days 28 days 56 days 90

15

20

25

30

35

40

45

50

Com

pre

ssiv

e S

tren

gth

(N

/mm

2)

Age in Days

CM0F0

CM5F15

CM10F10

CM15F5

CM20F0

CM0F20

Figure 5: Compressive strength versus age for marble powder

and fly ash based concrete

CM0F0 CM5F15 CM10F10 CM15F5 CM20F0 CM0F20

16

18

20

22

24

26

28

30

32

34

36

38

40

42

44

46

48

50

Com

pre

ssiv

e S

tren

gth

(N

/mm

2)

Concrete Mix

7 days

28 days

56 days

90 days

Figure 6: Compressive strength of marble powder and fly ash

based concrete mix for different curing condition

Split Tensile Strength Results

The split tensile strength of the specimen is tested after 7, 28,

56 and 90 days of curing period. The test result of split tensile

strength for MP based concrete is represented in Table 30 -

34. The comparison between the tests results are presented in

the Table 35.


Page 44 of 53

Table 30: Split Tensile Strength Test results of cylinder specimen CM0F0

Specimen no. Loading, kN 7 days, N/mm2 28 days, N/mm2 56 days, N/mm2 90 days, N/mm2

1 61.42 2.73 - - -

2 56.25 2.50 - - -

3 63.22 2.81 - - -

Average 60.29 2.68 - - -

1 72.00 - 3.20 - -

2 65.25 - 2.90 - -

3 76.50 - 3.40 - -

Average 71.25 - 3.16 - -

1 96.75 - - 4.30 -

2 90.00 - - 4.00 -

3 101.25 - - 4.50 -

Average 96.00 - - 4.26 -

1 108.00 - - - 4.80

2 112.50 - - - 5.00

3 105.75 - - - 4.70

Average 108.75 - - - 4.83



1 67.50 3.00 - - -

2 63.00 2.80 - - -

3 72.00 3.20 - - -

Average 67.50 3.00 - - -

1 78.75 - 3.50 - -

2 76.50 - 3.40 - -

3 83.25 - 3.70 - -

Average 79.50 - 3.53 - -

1 99.00 - - 4.40 -

2 95.62 - - 4.25 -

3 101.25 - - 4.50 -

Average 98.62 - - 4.38 -

1 110.25 - - - 4.90

2 103.50 - - - 4.60

3 102.37 - - - 4.55

Average 105.37 - - - 4.68



1 56.25 2.50 - - -

2 51.75 2.30 - - -

3 60.75 2.70 - - -

Average 56.25 2.50 - - -

1 69.75 - 3.10 - -

2 65.25 - 2.90 - -

3 74.25 - 3.30 - -

Average 69.75 - 3.10 - -

1 92.25 - - 4.10 -

2 90.00 - - 4.00 -

3 94.50 - - 4.20 -

Average 92.25 - - 4.10 -

1 105.75 - - - 4.70

2 110.25 - - - 4.90

3 101.25 - - - 4.50

Average 105.58 - - - 4.70


Page 45 of 53



1 56.25 2.50 - - -

2 52.87 2.35 - - -

3 59.62 2.65 - - -

Average 56.24 2.50 - - -

1 69.75 - 3.10 - -

2 65.25 - 2.90 - -

3 74.25 - 3.30 - -

Average 69.75 - 3.10 - -

1 87.75 - - 3.90 -

2 83.25 - - 3.70 -

3 92.25 - - 4.10 -

Average 87.75 - - 3.90 -

1 101.25 - - - 4.50

2 97.87 - - - 4.35

3 104.62 - - - 4.65

Average 101.25 - - - 4.50



1 40.50 1.80 - - -

2 36.00 1.60 - - -

3 42.75 1.90 - - -

Average 39.75 1.77 - - -

1 63.00 - 2.80 - -

2 54.00 - 2.40 - -

3 58.50 - 2.60 - -

Average 58.50 - 2.60 - -

1 81.00 - - 3.30 -

2 69.75 - - 3.10 -

3 73.13 - - 3.25 -

Average 74.62 - - 3.22 -

1 81.00 - - - 3.60

2 78.75 - - - 3.50

3 83.25 - - - 3.70

Average 78.75 - - - 3.50

Table 35: Summary of Marble Powder based Split Tensile Strength test result

Mix

Identity


Avg. STS,

N/mm2

% change

w.r.t

CM0F0

Avg. STS,

N/mm2

% change

w.r.t

CM0F0

Avg. STS,

N/mm2

% change

w.r.t

CM0F0

Avg. STS,

N/mm2

% change

w.r.t

CM0F0

CM0F0 2.68 0.00 3.16 0.00 4.26 0.00 4.80 0.00

CM5F0 3.00 0.32 3.53 0.37 4.38 0.12 4.68 -0.12

CM10F0 2.70 0.02 3.10 -0.06 4.10 -0.16 4.70 -0.10

CM15F0 2.50 -0.18 3.00 -0.16 3.90 -0.36 4.50 -0.30

CM20F0 1.77 -0.91 2.60 -0.56 3.22 -1.04 3.50 -1.30

The comparison between the tests results are presented in the

Table 35 shows that the concrete mix CM5F0 indicates

highest strength as compared to CM0F0. All other MP based

concrete mix shows the reduction in the Split Tensile Strength

as compared to CM0F0. Split tensile strength increases during

the number of curing day’s increases. Curing helps to getting

high compressive strength in concrete. 90 days curing

specimen having high split tensile strength values in Fig 8.


Page 46 of 53


1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0S

pli

t T

en

sile

Str

en

gth

(N

/mm

2)

Age in Days

CM0F0

CM5F0

CM10F0

CM15F0

CM20F0

Figure 7: Split Tensile Strength versus age for marble powder

based concrete


1.6

1.8

2.0

2.2

2.4

2.6

2.8

3.0

3.2

3.4

3.6

3.8

4.0

4.2

4.4

4.6

4.8

5.0

Sp

lit

Ten

sile

Str

en

gth

(N

/mm

2)

Concrete Mix

7 days

28 days

56 days

90 days

Figure 8: Split Tensile Strength of marble powder based

concrete mix for different curing condition



1 58.50 2.90 - - -

2 54.00 2.70 - - -

3 63.00 2.80 - - -

Average 58.50 2.80 - - -

1 78.75 - 3.50 - -

2 81.00 - 3.60 - -

3 83.25 - 3.70 - -

Average 78.50 - 3.60 - -

1 103.50 - - 4.60 -

2 92.25 - - 4.10 -

3 108.00 - - 4.80 -

Average 101.25 - - 4.50 -

1 117.00 - - - 5.20

2 112.50 - - - 5.00

3 119.25 - - - 5.30

Average 117.00 - - - 5.20



1 60.75 2.70 - - -

2 57.38 2.55 - - -

3 63.45 2.82 - - -

Average 60.52 2.69 - - -

1 67.50 - 3.00 - -

2 69.98 - 3.11 - -

3 65.03 - 2.89 - -

Average 67.51 - 3.00 - -

1 90.00 - - 4.00 -

2 87.75 - - 3.90 -

3 92.25 - - 4.10 -

Average 87.75 - - 3.90 -

1 96.75 - - - 4.30

2 95.63 - - - 4.25

3 97.88 - - - 4.35

Average 96.75 - - - 4.30


Page 47 of 53



1 45.00 2.00 - - -

2 40.50 1.80 - - -

3 49.50 2.20 - - -

Average 45.00 2.00 - - -

1 63.00 - 2.80 - -

2 58.50 - 2.60 - -

3 67.50 - 3.00 - -

Average 58.50 - 2.60 - -

1 78.75 - - 3.50 -

2 79.93 - - 3.33 -

3 81.00 - - 3.60 -

Average 79.90 - - 3.48 -

1 87.75 - - - 3.90

2 88.88 - - - 3.95

3 85.50 - - - 3.80

Average 87.38 - - - 3.88



1 38.25 1.70 - - -

2 33.75 1.50 - - -

3 42.75 1.90 - - -

Average 38.25 1.70 - - -

1 51.75 - 2.30 - -

2 60.75 - 2.70 - -

3 56.25 - 2.50 - -

Average 56.25 - 2.30 - -

1 69.75 - - 3.10 -

2 76.50 - - 3.40 -

3 74.25 - - 3.30 -

Average 73.50 - - 3.27 -

1 85.50 - - - 3.80

2 87.75 - - - 3.90

3 84.38 - - - 3.75

Average 85.88 - - - 3.82

Table 40: Summary of the fly ash based Split Tensile Strength test result

Mix

Identity


Avg.

STS,

N/mm2

% change

w.r.t

CM0F0

Avg.

STS,

N/mm2

% change

w.r.t

CM0F0

Avg.

STS,

N/mm2

% change

w.r.t

CM0F0

Avg.

STS,

N/mm2

% change

w.r.t

CM0F0

CM0F0 2.68 0.00 3.16 0.00 4.26 0.00 4.83 0.00

CM0F5 2.80 -0.08 3.60 0.44 4.50 0.24 5.20 -0.33

CM0F10 2.69 0.01 3.00 -0.16 3.90 -0.36 4.30 -0.53

CM0F15 2.00 -1.68 2.60 -0.56 3.48 -0.78 3.88 -0.95

CM0F20 1.70 -0.98 2.30 -0.86 3.27 -0.99 3.82 -1.01

The test result of split tensile strength for MP based concrete

is represented in Table 36 – 39. The comparison between the

tests results are presented in the Table 40 shows that the

concrete mix CM0F5 indicates highest strength as compared

to CM0F0.

All other MP based concrete mix shows the reduction in the

compressive strength as compared to CM0F0 as shown in Fig

9. CM0F15 and CM0F20 having nearly same split tensile

strength on 90 days of curing period as shown in Fig. 10.


Page 48 of 53


1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5S

pli

t T

en

sile

Str

en

gth

(N

/mm

2)

Age in Days

CM0F0

CM0F5

CM0F10

CM0F15

CM0F20

Figure 9: Split Tensile Strength versus age for fly ash based

concrete


1.6

1.8

2.0

2.2

2.4

2.6

2.8

3.0

3.2

3.4

3.6

3.8

4.0

4.2

4.4

4.6

4.8

5.0

5.2

5.4

Sp

lit

Ten

sile

Str

en

gth

(N

/mm

2)

Concrete Mix

7 days

28 days

56 days

90 days

Figure 10: Split Tensile Strength of fly ash based concrete

mix for different curing condition



1 74.25 3.30 - - -

2 73.13 3.25 - - -

3 69.75 3.10 - - -

Average 72.38 3.22 - - -

1 76.50 - 3.40 - -

2 73.13 - 3.25 - -

3 75.83 - 3.37 - -

Average 75.16 - 3.34 - -

1 78.75 - - 3.50 -

2 81.00 - - 3.60 -

3 77.63 - - 3.45 -

Average 79.13 - - 3.52 -

1 87.75 - - - 3.90

2 85.50 - - - 3.80

3 90.00 - - - 4.00

Average 85.50 - - - 3.80



1 60.75 2.70 - - -

2 56.25 2.50 - - -

3 65.25 2.90 - - -

Average 60.75 2.70 - - -

1 74.25 - 3.30 - -

2 69.75 - 3.10 - -

3 77.63 - 3.45 - -

Average 73.88 - 3.29 - -

1 81.00 - - 3.60 -

2 85.50 - - 3.80 -

3 79.88 - - 3.55 -

Average 82.13 - - 3.65 -

1 90.00 - - - 4.00

2 87.75 - - - 3.90

3 92.25 - - - 4.10

Average 90.00 - - - 4.00


Page 49 of 53



1 49.50 2.20 - - -

2 45.00 2.00 - - -

3 54.00 2.40 - - -

Average 49.50 2.20 - - -

1 72.00 - 3.20 - -

2 69.75 - 3.10 - -

3 76.50 - 3.40 - -

Average 72.75 - 3.24 - -

1 85.50 - - 3.80 -

2 84.38 - - 3.75 -

3 86.18 - - 3.83 -

Average 85.36 - - 3.80 -

1 92.25 - - - 4.10

2 90.00 - - - 4.00

3 95.40 - - - 4.24

Average 92.55 - - - 4.12

Table 44: Summary of MP and FA based Split Tensile Strength Test result

Mix

Identity


Avg.

STS

(N/mm2)

% change

w.r.t

CM0F0

Avg.

STS

(N/mm2)

% change

w.r.t

CM0F0

Avg.

STS

(N/mm2)

% change

w.r.t

CM0F0

Avg.

STS

(N/mm2)

% change

w.r.t

CM0F0

CM0F0 2.68 0 3.16 0 4.26 0 4.83 0

CM5F15 3.22 0.54 3.34 0.18 3.52 -0.74 3.8 -1.03

CM10F10 2.7 0.02 3.29 0.13 3.65 -0.61 4 -1.83

CM15F5 2.2 -0.48 3.24 0.08 3.8 -0.46 4.12 -0.71

CM20F0 1.77 -0.91 2.6 -0.56 3.22 -1.04 3.5 -1.33

CM0F20 1.7 -0.98 2.3 -0.86 3.27 -0.99 3.82 -1.01

The test result of split tensile strength for MP and FA based

concrete is represented in Table 41 – 43. The comparison

between the tests results are presented in the Table 44 shows

that the concrete mix CM5F15 indicates highest strength as

compared to CM0F0. All other MP based concrete mix shows

the reduction in the split tensile strength as compared to

CM0F0 as shown in Figure 11. CM20F20 and CM0F20

having nearly same tensile strength at 7 and 56 days of curing

period. CM5F15 and CM0F20 having nearly same tensile

strength at 90 days of curing. CM5F15 and CM10F10 having

nearly same tensile strength at 28 days of curing period as

shown in Figure 12. Split tensile strength increases during the

number of curing ages increases.


1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Sp

lit

Ten

sile

Str

en

gth

(N

/mm

2)

Age in Days

CM0F0

CM5F15

CM10F10

CM15F5

CM20F20

CM0F20

Figure 11: Split Tensile Strength versus age for MP and FA

based concrete

CM0F0 CM5F15 CM10F10 CM15F5 CM20F0 CM0F20

1.6

1.8

2.0

2.2

2.4

2.6

2.8

3.0

3.2

3.4

3.6

3.8

4.0

4.2

4.4

4.6

4.8

5.0

Sp

lit

Ten

sile

Str

en

gth

(N

/mm

2)

Concrete Mix

7 days

28 days

56 days

90 days

Figure 12: Split Tensile Strength of MP and FA based

concrete mix for different curing condition

Comparision of Test Results

Comparison results of M30 grade of PPC concrete replaced


Page 50 of 53

with various proportions of MP and FA for compressive

strength and split tensile strength are shown below.

Compressive Strength Results

The data regarding the compressive strength with respect to

replacement of MP and FA based concrete are shown in the

Figure 13.

CM0F0

CM5F0

CM0F5

CM10F0

CM0F10

CM15F0

CM0F15

CM20F0

CM0F20

0

5

10

15

20

25

30

35

40

45

50

Com

pre

ssiv

e S

tren

gth

(N

/mm

2)

Comprassion between different combinations of MP and FA based concrete

7 Days

28 Days

56 Days

90 Days

Figure 13: Compressive Strength between different

combinations of MP and FA based concrete

Figure 13 indicates the compressive strength for M30 grade

concrete, MP based concrete and FA based concrete. For 90

days of curing period CM5F0 is having the highest strength

and CM0F20 having the lowest strength. For 56 days curing

period CM0F5 is having the highest strength and CM0F20

having the lowest strength. For 28 days curing period CM5F0

is having the highest strength and CM0F20 having the lowest

strength. For 7 days curing period CM0F5 is having the

highest strength and CM0F20 having the lowest strength

CM0F20. CM0F10 having the highest strength for Figure 13.

The data regarding the compressive strength with respect to

different combinations of MP and FA based concrete are

shown in the Figure 14. The comparison between different

combinations of MP and FA based concrete with M30 grade

concrete has shown Figure 14. For 90 days of curing period

CM0F0 is having the highest strength and CM0F20 having the

lowest strength. For 56 days curing period CM0F0 is having

the highest strength and CM0F20 having the lowest strength.

For 28 days curing period CM5F15 is having the highest

strength and CM0F20 having the lowest strength. For 7 days

curing period CM5F15 is having the highest strength and

CM0F20 having the lowest strength CM0F20. CM0F10

having the highest strength for Figure 13. CM5F15 having the

highest strength in Figure 14. CM10F10 having the second

highest strength in Figure 14.

CM0F0

CM0F20

CM5F15

CM10F10

CM15F5

CM20F0

0

5

10

15

20

25

30

35

40

45

50

55

60

65

Com

pre

ssiv

e S

tren

gth

(N

/mm

2)

Comparission between different combinations of MP and FA based concrete

7 days

28 days

56 days

90 days

Figure 14: Compressive Strength regarding different


Split Tensile Strength Results

The data regarding the split tensile strength with respect to

replacement of MP and FA based concrete are shown in the

Figure 15. It shows the split tensile strength for M30 grade

concrete, MP based concrete and FA based concrete. For 90

days of curing period CM0F5 is having the highest strength



having the lowest strength. For 28 days curing period CM0F5



highest strength and CM0F20 having the lowest strength

CM0F20. CM0F15 having the highest strength in Figure 15.

CM0F0

CM5F0

CM0F5

CM10F0

CM0F10

CM15F0

CM0F15

CM20F0

CM0F20

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

Sp

lit

Ten

sile

Str

ength

(N

/mm

2)

Comparission between MP and FA based concrete

7 days

28 days

56 days

90 days

Figure 15: Split Tensile strength of MP and FA based

concrete

The data regarding the split tensile strength with respect to

different combinations of MP and FA based concrete are

shown in the Figure 16. The comparison between different

combinations of MP and FA based concrete with M30 grade


Page 51 of 53

concrete has shown here. For 90 days of curing period CM0F0



highest strength and CM20F0 having the lowest strength. For

28 days curing period CM5F15 is having the highest strength



having the lowest strength CM0F20. CM5F15 having the

highest strength in Figure 16. CM10F10 having the second

highest strength Figure 16.

CM0F0

CM0F20

CM5F15

CM10F10

CM15F5

CM20F0

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

6.0

Sp

lit

Ten

sile

Str

ength

(N

/mm

2)

Cpmprassion between different combinations of MP and FA based concrete

7 days

28 days

56 days

90 days

Figure 16: Split Tensile Strength regarding different


Conclusions The present work explores the development of concrete by

replacing of PPC with MP and FA. Various tests have been

conducted on the fresh and hardened concrete. Compressive

and split tensile strengths were evaluated for different

replacement of MP and FA based concrete. The results of all

tests were analyzed, compared and the conclusion is drawn.

After the experimental study the following conclusions can be

made from this study.

1. The slump value of concrete reduces as the replacement

percentage of MP with PPC increases and as the

replacement of FA with PPC increases.

2. The workability of concrete is increased when the

percentage of MP is increased.

3. From the 7 days compressive and split tensile strength

results, it is found that with 5% replacement of MP with

PPC getting high strength as comparing to the control

specimen and with 5% replacement of FA with PPC

getting high strength as comparing to the control

specimen.

4. From the 28 days compressive and split tensile strength

results, it was observed that 20% replacement of MP with

PPC and20% replacement of FA with PPC are getting

nearly same strength.

5. It was found that 20% replacement of FA with PPC

indicates the lowest strength as comparing to other

specimen from the 28 days compressive and split tensile

strength results.

6. In 56 and 90 days compressive and split tensile strength

results, it was observed that 5% replacement of MP with

PPC influence the highest strength as comparing to

control specimen.

7. For the MP based concrete mix, maximum compressive

strength 50 N/mm2 is obtained with the replacement of

5% with PPC. The compressive strength occurred by this

mix is 1.55 % more than the compressive strength of the

control specimen i.e. mix identity CM5F0 in 90 days of

curing period.

8. The maximum compressive strength 48.93 N/mm2 is

obtained with the replacement of 5 % with PPC for the

FA based concrete mix, the compressive strength

occurred by this mix is 0.31 % decreased than the

compressive strength of the control specimen i.e. mix

identity CM0F5 in 90 days of curing period.

9. The MP and FA based concrete mix, maximum

compressive strength N/mm2 is obtained with the

replacement of 15% MP and 5% FA with PPC. The

compressive strength occurred by this mix is 1.24 %

decreased than the compressive strength of the control

specimen i.e. mix identity CM15F5 in 90 days of curing

period.

10. The maximum split tensile strength 4.7 N/mm2 is

obtained with the replacement of 5% MP with PPC for

the MP based concrete mix. The split tensile strength

occurred by this mix is 0.13% decreased than the

compressive strength of the control specimen i.e. mix

identity CM5F0 for 90 days of curing period.

11. For the FA based concrete mix, maximum split tensile

strength 5.2 N/mm2 is obtained with the replacement of

5% FA with PPC. The split tensile strength occurred by

this mix is 0.37 % increased than the compressive

strength of the control specimen i.e. mix identity CM0F5

in 90 days of curing period.

12. It is observed for the MP and FA based concrete mix,

maximum split tensile strength 4.12 N/mm2 is obtained

with the replacement of 15% MP and 5% FA with PPC.

The split tensile strength occurred by this mix is 0.71 %

decreased than the compressive strength of the control

specimen i.e. mix identity CM15F5 in 90 days of curing

period.

13. The compressive strength of the MP based concrete found

to be 1.07% more than the compressive strength of the

FA based concrete.

14. The tensile strength of the FA based concrete found to be

0.5% more than the compressive strength of the MP

based concrete.

15. When there is a need for concrete with higher

compressive strength, the mix CM5F0 can be used.

Acknowledgments

The Author would like to thank Department of Civil

Engineering and Department of Mechanical Engineering,

Government College of Engineering Kalahandi,

Bhawanipatna, Odisha, India for their joint co-operation for

successful completion of this research.


Page 52 of 53

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