STRUCTURAL BEHAVIOUR OF PLAIN CEMENT CONCRETE WITH … · shear strength when compared with its...

DOI:10.21884/IJMTER.2018.5034.ZGPDA 37

STRUCTURAL BEHAVIOUR OF PLAIN CEMENT CONCRETE

WITH MARBLE DUST POWDER AND STEEL FIBRES

Akshit Mahajan1, R. S. Bansal

1, Arjun Kumar

2 and Kanav Mehta

3

1Department of Civil Engineering, Ramgarhia Institute of Engineering & Technology, Phagwara (Pb)

2 Department of Civil Engineering, Arni University, Kathgarh (H.P.)

3 Department of Civil Engineering, Vaishno College of Engineering, Thapkor (H.P.)

Abstract— Concrete is a modern material for construction of civil infrastructure when compared to

stone ages. But the main limitation associated with concrete is its weakness in tension, flexural and

shear strength when compared with its compressive strength. Hence keeping in mind this limitation,

an effort has been made in this study to relatively improve the tensile and flexural strength of

concrete along with its compressive strength using Marble Dust Powder (MDP) and steel fibers in

standard concrete. Use of MDP by weight of cement as replacement to it at different variations as

5%, 10%, 15% and 20% and further addition of HE steel fibers in various mixes by volume fraction

of concrete at 0.5%, 1% and 1.5% volume of concrete has been studied. The mix of ordinary

concrete M25 grade with w/c ratio 0.45 is used and controlled workability is observed without using

any admixtures. For compressive strength test, the cube specimen of size (150X150X150) mm and

cylindrical specimens of size (150X300) mm were casted and tested in CTM to obtain the

compressive strength of masses. Whereas in order to find the flexural strength of control as well as

admixed concrete masses, the beam specimens of size (100X100X500)mm were made and tested

under the two point static flexural loading machine. 7 and 28 day strength tests have been performed

at the hardened state of concrete. It is observed that when MDP is replaced with cement by 10% of

its weight then it provides much better properties of concrete. This study also reveals that MDP and

fiber mixed concrete provide much better properties in improving all strength as above and use of

fibers provide better properties in controlling cracks and high strengths. Hence the optimum mix for

this has been worked out to be MDP 15% and HE steel fibers 1% in concrete improving the

properties of concrete. Further on increasing MDP beyond 15% , the strengths started to falling due

to slight extra brittleness than using cement and also on increasing fiber beyond 1% the fall in

strengths observed probably due to non-cohesiveness of concrete particles to each other. The

maximum increase in compressive strength, split tensile strength and flexural strength at optimum

has been worked out to be after 28 days is 36.9MPa, 4.24MPa, 5.46 respectively from initial values

32.8MPa, 3.24MPa, 4.34 MPa.

Keywords- Concrete, marble, steel, compressive strength, flexural strength, optimum.

I. INTRODUCTION

From the last decade, there has been very productive work done in the development of

concrete made from waste materials, as the environmental- friendly concrete has caught the eye of

various researches for achieving the sustainable development goals, by their application in various

civil engineering structures. One of such quarry waste which may be a pollutant on disposal is the

marble dust powder which is a by-product and it is one of the waste materials which is obtained

during quarrying process from the marble rock having rich lime content. Due to the presence of lime

in the marble dust powder, there is evidence of some pozolanic properties within it when introduced

to moisture and due to its fine particle size comparable with cement, it can be used as partial

replacement of cement with concrete mix, may lead to saving in cost as consumption of cement is

reduced.

Further, the Portland cement is the principal hydraulic cement in use today but it also carries

some negative effects on concrete properties like increased thermal stress, shrinkage etc. The marble

International Journal of Modern Trends in Engineering and Research (IJMTER)

Volume 05, Issue 2, [February– 2018] ISSN (Online):2349–9745; ISSN (Print):2393-8161

@IJMTER-2018, All rights Reserved 38

may be helpful to reduce such effects when partially replaced with cement. Also, the use of fibers in

concrete in the past have proved to be efficient in improving some properties of concrete.

In this study the use of steel fibers is done leading to the steel fiber reinforced concrete

(SFRC). The reason for this is to enhance the split tensile strength and flexural strength of standard

concrete to be used in RCC works along with enhanced compressive strength and split tensile

strength providing added advantages. FRC, particularly steel fiber reinforced concrete (SFRC)

performs better in flexural loading. The use of randomly distributed discrete fibers improves the

physical properties of the matrix and also increases the ductility of the concrete due to high tensile

strength of matrix up to post cracking range, hence helps in reducing the conventional reinforcement

to improve ductility and tensile strength of concrete member.

In this study efforts have been made to examine the changes in concrete properties upon

addition of marble dust powder and steel fibers to make blended cement concrete with improved

roles.

II. EXPERIMENTAL PROGRAMME

For obtaining compressive strength after 7 days and 28 days (51+51=102) cube specimens

each of (150 X 150 X 150) mm size were casted, cylindrical specimens (51 + 51 = 102) each with

150 X 300mm height were casted for finding split tensile strength and (51 + 51 = 102) beam prisms

of size 100 X 100 X 500mm were casted for finding flexural strength.

The experimental work was planned in two stages. The first stage includes the characteristics

of materials, physical and chemical properties of materials used in this investigation and the second

stage includes tests on hardened concrete (M25 grade of concrete which is controlled mix as well as

admixed mix) to find out the compressive strength, split tensile strength and flexural strength. The

concrete mix was designed as per code IS 10262-1982, and SP: 23-1983. In order to find out the

compressive strength, split tensile strength and flexural strength of concrete mixes, a total 17

numbers of variations/combinations has been done as shown in Table 1.

Table 1: Variations/combinations to control for the proposed study.

S.N. Cement (%)

(cement in concrete)

Marble dust powder (%)

(partial replacement to cement)

Steel fibers

(supplements )

1. 100% - -

2. 95% 5% -

3. 95% 5% 0.5%

4. 95% 5% 1%

5. 95% 5% 1.5%

6. 90% 10% -

7. 90% 10% 0.5%

8. 90% 10% 1%

9. 90% 10% 1.5%

10. 85% 15% -

11. 85% 15% 0.5%

12. 85% 15% 1%

13. 85% 15% 1.5%

14. 80% 20% -

15. 80% 20% 0.5%

16. 80% 20% 1%

17. 80% 20% 1.5%

In this study the following tests were performed:

a) Compressive strength Test

Cubes were tested to find out the compressive strength in the Compression Testing

Machine(CTM) with capacity of 2000KN at loading rate 5.25 KN per second. Compressive strength




tests were conducted on concrete cubes of size 150mm×150mm×150mm cast from concrete of each

mix sample after 7, 28 days of curing. The compressive strength was calculated by dividing the

maximum compressive load to the cross-sectional area of the cube specimen.

Fcu=P/A

where fcu=Compressive strength

P=maximum crushing load resisted of cube before failure

A= Cross-sectional area of

b) Split Tensile Strength Test

The split tensile strength of cylindrical concrete specimens of size 150mm×300mm is also

determine in Compression Testing Machine(CTM) with capacity of 2000KN at a loading rate of

5.25KN per second is used to determine the peak load after 7 and 28 days. The split tensile strength

of the cylindrical specimen was calculated using equation:

Fct=2P/∏Ld

where Fct = Split Tensile strength of Specimen

P= Maximum crushing Load resisted cylindrical specimen before failure

L=height of specimen

D= diameter cylindrical specimen

c) Flexural Strength Test According to IS: 9399-1979 code, flexural strength of 100mm×100mm×500mm beams are

tested in flexural testing machine. The specimen is tested after 7 and 28 days and average of three

specimens are taken as the flexural strength of concrete. The flexural strength of the specimen were

calculated using equation:

Fcf=PL/bd2

where Fcf=Flexural strength of concrete specimen

P=Failure load at which beam specimen is failed

L= length of beam specimen

b= width of beam specimen

d= depth of beam specimen

III. RESULTS AND DISCUSSIONS

Specimen corresponding to marble dust-steel fiber reinforced concrete and conventional

concrete mixes were subjected to various type of tests to determine the effect of marble dust- steel

fibers on concrete for various mechanical properties of concrete like split Tensile strength,

compressive strength and flexural strength. On the basis of experimental value obtained, the

graphical results were shown in the figures.

a) Compressive Strength

Table 2: Compressive strength test results after 7days and 28days Curing.

S.N. Mix

Name

Mix Description Compressive

strength after

7 days (MPa)

Compressive

strength after

28 days (MPa)

1. M1 100% cement 21.1 32.8

2. M2 95% cement + 5% marble dust powder 22.3 33.2




6 M6 95% cement + 5% marble dust 23.7 33.9




powder+0.5% steel fibers.

7. M7 90% cement + 10% marble dust


25.1 35.2


powder+0.5% steel fibers

25.9 36.1



19.4 29.2


powder+1% steel fibers

24.3 34.6


powder+1% steel fibers.

26.1 36.4

12 M12 85% cement + 15% marble dust


26.6 36.9



20.3 31.2



19.4 28.6



20.2 30.4



20.8 32.2



19.5 31.4

b) Split Tensile Strength

Table 3: Split tensile strength test results after 7days and 28days Curing. S.N. Mix

Name

Mix Description Split tensile

strength after

7 days(MPa)

Split tensile

strength after

28 days (MPa)

1. M1 100% cement 1.98 3.24





6 M6 95% cement + 5% marble dust powder+0.5%

steel fibers.

2.32 3.38

7. M7 90% cement + 10% marble dust powder+0.5%

steel fibers.

2.72 3.64


steel fibers

2.96 3.88





steel fibers

1.84 2.96

10. M10 95% cement + 5% marble dust powder+1%

steel fibers

2.46 3.52


steel fibers.

2.94 4.10

12 M12 85% cement + 15% marble dust powder+1%

steel fibers

3.06 4.24


steel fibers

1.92 3.12


steel fibers.

1.64 2.64


steel fibers.

1.71 2.88


steel fibers

1.82 3.04


steel fibers

1.92 3.16

c) Flexural Strength

Table 4: Flexural strength test results after 7 days and 28 days of curing. S.N. Mix

Name

Mix Description Flexural

strength after 7

days(MPa)

Flexural

strength after

28 days (MPa)

1. M1 100% cement 2.82 4.34





6 M6 95% cement + 5% marble dust powder+0.5%

steel fibers.

3.12 4.54



3.56 5.12



3.64 5.26



2.69 4.06


steel fibers

3.26 4.82





steel fibers.

3.64 5.24

12 M12 85% cement + 15% marble dust powder+1%

steel fibers

3.72 5.46


steel fibers

2.70 4.12


steel fibers.

2.54 4.10



2.62 4.18



2.70 4.28



2.42 3.88

0

10

20

30

40

CONTROLCONCRETE

5%MDP 10%MDP 15%MDP 20%MDP

Co

mp

ress

ive

Str

en

gth

N/m

m2

Marble Dust Powder Variations in Concrete7 days 28 days

Figure 1 compressive strength results for control concrete and concrete mixes at different

variations of MDP at 7 and 28 days testing. The above Figure 1 shows that when we partially replaced cement with MDP at variations of

5%, 10%, 15% and 20% then there is maximum increase of 5.18% in the compressive strength of

concrete as compared with control concrete ,when the cement has been replaced by 10% of MDP. On

replacing the MDP after 10% then there is decrease in the compressive strength of the concrete.

Figure 2 Compressive strength results for control concrete and concrete mixes at different

variations of MDP with 0.5% of steel fibers at 7 and 28 days testing.




In the above Figure 2 shows that when we partially replaced MDP at different variations i.e

5%, 10%, 15% and 20% with steel fibers of 0.5% then there is maximum increase of 10.07% in the

compressive strength of concrete as compared with control concrete when the cement has been

replaced by 15% of MDP and 0.5% of steel fibers has been added.

0

5

10

15

20

25

30

35

40

CONTROL CONCRETE

5%MDP/1%S.F 10%MDP/1%S.F 15%MDP/1%S.F 20%MDP/1%S.FCo

mp

ress

ive

Str

en

gth

N/m

m2

Variations of MDP and 1% Steel Fibers

7 days 28 days


variations of MDP with1% of steel fibers at 7 and 28 days testieng. In the above Figure 3 shows that when we partially replaced MDP at different variations i.e




0

5

10

15

20

25

30

35

CONTROL CONCRETE

5%MDP/1.5%S.F 10%MDP/1.5%S.F15%MDP/1.5%S.F20%MDP/1.5%S.FCo

mp

ress

ive

Str

en

gth

N/m

m2

Variations of MDP and 1.5% Steel Fibers

7 days 28 days


variations of MDP with1.5% of steel fibers at 7 and 28 days testing.





5%, 10%, 15% and 20% with steel fibers of 1.5% then there is maximum decrease of 1.82% in the



00.5

11.5

22.5

33.5

4

CONTROL CONCRETE

5%MDP 10%MDP 15%MDP 20%MDPSplit

Te

nsi

le S

tre

ngt

h N

/mm

2

Variations of Marble Dust Powder in Concrete

7 days 28 days

Figure 5 Split tensile strength results for control concrete and concrete mixes at different

variations of MDP at 7 and 28 days testing. In the above Figure 5 shows that when we partially replaced cement with MDP at variations

of 5%, 10%, 15% and 20% then there is maximum increase of 12.3% in the Split Tensile Strength of


replacing the MDP after 10% then there is decrease in the split tensile strength of the concrete.

00.5

11.5

22.5

33.5

44.5

CONTROL CONCRETE

5%MDP/0.5%S.F 10%MDP/0.5%S.F 15%MDP/0.5%S.F 20%MDP/0.5%S.FSplit

Te

nsi

le S

tre

ngt

h N

/mm

2

Variations of MDP and 0.5% Steel Fibers

7 days 28 days


variations of MDP with 0.5% of steel fibers at 7 and 28 days testing. In the above figure 6 shows that when we partially replaced MDP at different variations i.e


split tensile strength of concrete as compared with control concrete when the cement has been

replaced by 15% of MDP and 0.5% of steel fibers has been added




0

0.5

1

1.5

2

2.5

3

3.5

4

4.5

CONTROL CONCRETE

5%MDP/1%S.F 10%MDP/1%S.F 15%MDP/1%S.F 20%MDP/1%S.F

Split

Te

nsi

le S

tre

ngt

h N

/mm

2

Variations of MDP and 1% Steel Fibers

7 days 28 days


variations of MDP with 1% of steel fibers at 7 and 28 days testing. In the above Figure 7 shows that when we partially replaced MDP at different variations i.e

5%, 10%, 15% and 20% with steel fibers of 1% then there is maximum increase of 30.7% in the split

tensile strength of concrete as compared with control concrete when the cement has been replaced by

15% of MDP and 1% of steel fibers has been added

0

0.5

1

1.5

2

2.5

3

3.5

CONTROL CONCRETE

5%MDP/1.5%S.F 10%MDP/1.5%S.F15%MDP/1.5%S.F20%MDP/1.5%S.F

Split

Te

nsi

le S

tre

ngt

h N

/mm

2

Variation of MDP and 1.5% Steel Fibers

7 days 28 days




5%, 10%, 15% and 20% with steel fibers of 1.5% then there is decrease of 6.17% in the split tensile

strength of concrete as compared with control concrete when the cement has been replaced by 15%

of MDP and 1.5% of steel fibers has been added




0

1

2

3

4

5

6

CONTROL CONCRETE

5%MDP 10%MDP 15%MDP 20%MDP

Fle

xura

l Str

en

gth

N/m

m2

Variation of MDP in Concrete

7 days 28 days

Figure 9 Flexural strength results for control concrete and concrete mixes at different

variations of MDP at 7 and 28 days testing.

In the above Figure 9 shows that when we partially replaced cement with MDP at variations

of 5%, 10%, 15% and 20% then there is maximum increase of 14.20% in the Flexural Strength of


replacing the MDP after 10% then there is decrease in the Flexural strength of the concrete.

0

1

2

3

4

5

6

CONTROL CONCRETE

5%MDP/0.5%S.F 10%MDP/0.5%S.F 15%MDP/0.5%S.F 20%MDP/0.5%S.F

Fle

xura

l Str

en

gth

N/m

m2

Variation of MDP and 0.5% Steel Fibers

7 days 28 days





Flexural strength of concrete as compared with control concrete when the cement has been replaced

by 15% of MDP and 0.5% of steel fibers has been added




0

1

2

3

4

5

6

CONTROL CONCRETE

5%MDP/1%S.F 10%MDP/1%S.F 15%MDP/1%S.F 20%MDP/1%S.F

Fle

xura

l Str

en

gth

N/m

m2

Variations of MDP and 1% of steel Fibers

7 days 28 days


variations of MDP with 1% of steel fibers at 7 and 28 days testing.


5%, 10%, 15% and 20% with steel fibers of 1% then there is maximum increase of 25.9% in the

Flexural strength of concrete as compared with control concrete when the cement has been replaced

by 15% of MDP and 1% of steel fibers has been added

00.5

11.5

22.5

33.5

44.5

5

CONTROL CONCRETE

5%MDP/1.5%S.F 10%MDP/1.5%S.F 15%MDP/1.5%S.F 20%MDP/1.5%S.F

Fle

xura

l Str

en

gth

N/m

m2

Variations Of MDP and 1.5% steel Fibers

7 days 28 days


variations of MDP with 1.5% of steel fibers at 7 and 28 days testing. In the above Figure 12 shows that when we partially replaced MDP at different variations i.e

5%, 10%, 15% and 20% with steel fibers of 1.5% then there is decrease of 1.38% in the Flexural

strength of concrete as compared with control concrete when the cement has been replaced by 15%

of MDP and 1.5% of steel fibers has been added.




IV. CONCLUSION

From the above experimental investigation following conclusion have been drawn:

The maximum compressive strength of mix had been obtained by replacing cement with

MDP by 10% of its weight and after adding the fibers’ the maximum compressive strength of mix

was obtained by replacing cement with MDP by 15% of its weight and 1% of steel fibers by volume

fraction of concrete, hence this mix has been found out to be the optimum variation.

The maximum Split tensile Strength of mix was obtained by replacing cement with MDP by

10% of its weight and after adding the fibers the maximum split tensile strength of mix was obtained

by replacing cement with MDP by 15% of its weight and 1% of steel fibers by volume fraction of

concrete, hence this mix has been found out to be the optimum variation.

The maximum Flexural strength of mix was obtained by replacing cement with MDP by 10%

of its weight and after adding the fibers the maximum Flexural strength of mix was obtained by

replacing cement with MDP by 15% of its weight and 1% of steel fibers is added by volume fraction

of concrete, hence this mix has been found out to be the optimum variation.

V. ACKNOWLEDGEMENTS

The authors are thankful to the Material Testing Lab of Ramgharia College of Engineering &

Technology, Phagwara (Pb) to permit to conduct the lab work for this study.

REFERENCES

[1] Gupta, S., Kumar, A., Sharma, S. and Sharma, D., “Effect of Alccofine and Foundry Slag on Compressive Strength

of High Strength Concrete”. International Journal of Engineering Research, vol. 6, no. 8, pp.406-409, 2017.

[2] Singh, L., Kumar, A. and Singh, A., “Study of Partial Replacement of Cement by Silica Fume”. International Journal

of Advanced Research, vol. 4, no. 7, pp. 104-120, 2016.

[3] Singh, A., Kumar, A., Singh, S. and Singh, H., “Study of Partial Replacement of Fine Aggregate by Iron Slag”.

International Journal of Advanced Research, vol. 4, no. 7, pp. 687-702, 2016.

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