STRUCTURAL BEHAVIOUR OF PLAIN CEMENT CONCRETE WITH … · shear strength when compared with its...
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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
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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
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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 39
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
3. M3 90% cement + 10% marble dust powder 24.2 34.5
4. M4 85% cement + 15% marble dust powder 23.5 31.4
5. M5 80% cement + 20% marble dust powder 19.6 29.8
6 M6 95% cement + 5% marble dust 23.7 33.9
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International Journal of Modern Trends in Engineering and Research (IJMTER)
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powder+0.5% steel fibers.
7. M7 90% cement + 10% marble dust
powder+0.5% steel fibers.
25.1 35.2
8. M8 85% cement + 15% marble dust
powder+0.5% steel fibers
25.9 36.1
9. M9 80% cement + 20% marble dust
powder+0.5% steel fibers
19.4 29.2
10. M10 95% cement + 5% marble dust
powder+1% steel fibers
24.3 34.6
11. M11 90% cement + 10% marble dust
powder+1% steel fibers.
26.1 36.4
12 M12 85% cement + 15% marble dust
powder+1% steel fibers
26.6 36.9
13. M13 80% cement + 20% marble dust
powder+1% steel fibers
20.3 31.2
14. M14 95% cement + 5% marble dust
powder+1.5% steel fibers.
19.4 28.6
15. M15 90% cement + 10% marble dust
powder+1.5% steel fibers.
20.2 30.4
16. M16 85% cement + 15% marble dust
powder+1.5% steel fibers
20.8 32.2
17. M17 80% cement + 20% marble dust
powder+1.5% steel fibers
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
2. M2 95% cement + 5% marble dust powder 2.17 3.31
3. M3 90% cement + 10% marble dust powder 2.63 3.64
4. M4 85% cement + 15% marble dust powder 2.48 3.52
5. M5 80% cement + 20% marble dust powder 1.78 2.73
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
8. M8 85% cement + 15% marble dust powder+0.5%
steel fibers
2.96 3.88
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9. M9 80% cement + 20% marble dust powder+0.5%
steel fibers
1.84 2.96
10. M10 95% cement + 5% marble dust powder+1%
steel fibers
2.46 3.52
11. M11 90% cement + 10% marble dust powder+1%
steel fibers.
2.94 4.10
12 M12 85% cement + 15% marble dust powder+1%
steel fibers
3.06 4.24
13. M13 80% cement + 20% marble dust powder+1%
steel fibers
1.92 3.12
14. M14 95% cement + 5% marble dust powder+1.5%
steel fibers.
1.64 2.64
15. M15 90% cement + 10% marble dust powder+1.5%
steel fibers.
1.71 2.88
16. M16 85% cement + 15% marble dust powder+1.5%
steel fibers
1.82 3.04
17. M17 80% cement + 20% marble dust powder+1.5%
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
2. M2 95% cement + 5% marble dust powder 2.98 4.46
3. M3 90% cement + 10% marble dust powder 3.32 4.96
4. M4 85% cement + 15% marble dust powder 3.21 4.78
5. M5 80% cement + 20% marble dust powder 2.58 3.97
6 M6 95% cement + 5% marble dust powder+0.5%
steel fibers.
3.12 4.54
7. M7 90% cement + 10% marble dust
powder+0.5% steel fibers.
3.56 5.12
8. M8 85% cement + 15% marble dust
powder+0.5% steel fibers
3.64 5.26
9. M9 80% cement + 20% marble dust
powder+0.5% steel fibers
2.69 4.06
10. M10 95% cement + 5% marble dust powder+1%
steel fibers
3.26 4.82
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International Journal of Modern Trends in Engineering and Research (IJMTER)
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11. M11 90% cement + 10% marble dust powder+1%
steel fibers.
3.64 5.24
12 M12 85% cement + 15% marble dust powder+1%
steel fibers
3.72 5.46
13. M13 80% cement + 20% marble dust powder+1%
steel fibers
2.70 4.12
14. M14 95% cement + 5% marble dust powder+1.5%
steel fibers.
2.54 4.10
15. M15 90% cement + 10% marble dust
powder+1.5% steel fibers.
2.62 4.18
16. M16 85% cement + 15% marble dust
powder+1.5% steel fibers
2.70 4.28
17. M17 80% cement + 20% marble dust
powder+1.5% steel fibers
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.
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International Journal of Modern Trends in Engineering and Research (IJMTER)
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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
Figure 3 Compressive strength results for control concrete and concrete mixes at different
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
5%, 10%, 15% and 20% with steel fibers of 1.0% then there is maximum increase of 12.5% in the
compressive strength of concrete as compared with control concrete when the cement has been
replaced by 15% of MDP and 1.0% of steel fibers has been added.
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
Figure 4 Compressive strength results for control concrete and concrete mixes at different
variations of MDP with1.5% of steel fibers at 7 and 28 days testing.
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International Journal of Modern Trends in Engineering and Research (IJMTER)
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In the above Figure 4 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 maximum decrease of 1.82% in the
compressive 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.
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
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 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
Figure 6 Split tensile 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 6 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 19.7% in the
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
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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
Figure 7 Split tensile strength results for control concrete and concrete mixes at different
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
Figure 8 Split tensile strength results for control concrete and concrete mixes at different
variations of MDP with 1.5% of steel fibers at 7 and 28 days testing.
In the above Figure 8 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 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
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@IJMTER-2018, All rights Reserved 46
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
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 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
Figure 10 Flexural 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 10 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 21.2% in the
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
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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
Figure 11 Flexural strength results for control concrete and concrete mixes at different
variations of MDP with 1% of steel fibers at 7 and 28 days testing.
In the above Figure 11 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 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
Figure 12 Flexural strength results for control concrete and concrete mixes at different
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.
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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 48
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.