Partial Replacement of Cement To Concrete by Marble Dust Powder
Partial Replacement of Cement To Concrete by Marble Dust Powder
Partial Replacement of Cement To Concrete by Marble Dust Powder
IJMTST
of Civil
of Civil
3Dept of Civil
4Dept of Civil
5Dept of Civil
2Dept
Engineering, Adichunchanagiri
Engineering, Adichunchanagiri
Engineering, Adichunchanagiri
Engineering, Adichunchanagiri
Engineering, Adichunchanagiri
Institute
Institute
Institute
Institute
Institute
ABSTRACT
Leaving the waste materials to the environment directly can cause environmental problem. Hence the reuse
of waste material has been emphasized. Partial replacement of cement by varying percentage of marble dust
Powder powder reveals that increased waste marble dust powder ratio result in increased
workability and compressive strengths of the concrete Marble Dust Powder is settled by sedimentation
and then dumped away, which results in environmental contamination, in addition to forming dust in
summer and threatening both agriculture and public wellness.. In this research work, Marble Dust Powder
has replaced the (OPC & PPC) cement accordingly in the reach of 0%, 5%, 10%, 15% 20%, & 25% by weight of
M-20 grade concrete. Concrete mixtures were developed, tested and compared in terms of compressive
strength to the conventional concrete. The purpose of the investigation is to analyze the behavior of concrete
while replacing the Marble Dust Powder with Different proportions in concrete.
KEYWORDS: Cement, Concrete, Compressive Strength, Marble Dust Powder, Partial Replacement,
Tensile Strength.
Copyright 2015 International Journal for Modern Trends in Science and Technology
All rights reserved.
I. INTRODUCTION
The purity of the marble is responsible for its
color and appearance it is white if the limestone is
composed solely of calcite (100% CaCO3). Marble is
used for construction and decoration; marble is
durable,
has
a
noble
appearance,
and
consequently in great demand Marble Dust Powder
is an industrial waste produced from cutting of
marble stone. The result is that the mass of marble
waste which is 20% of total marble quarried has
reached as high as millions of tons. Marble as a
building
material
especially
in
places
and monuments has been in use for ages.
However the use is limited as stone bricks in
wall or arches or as lining slabs in walls, roofs or
floors,leaving its wastage at quarry or at the sizin
g industry generally unattended for use in the bui
lding industry itself as filler or plasticizer in morta
r or concrete. One of the logical means for
reduction of the waste marble masses calls for
111
112
To study
replacement
marble dust
compressive
of concrete
III. METHODOLOGY
3.1. General
This chapter deals with various studies that were
carried out on plain concrete and concrete with
CSA. Compression test is conducted on cubes of
standard dimensions respectively. Based on the
result of the tests conducted in the laboratory,
conclusions are drawn.
3.2. Compressive Strength Test
3.2.1. General
Compressive strength test is carried out as per
Indian Standard code IS 516: 1959 on plain
concrete and concrete with CSA and results are
tabulated and conclusions are drawn.
3.2.2. Specimen Preparation
3.2.2.1. Weighing of materials
Concrete is prepared for M20 mix, designed for
plain concrete and concrete with CSA. Materials
such as cement, fine aggregate, coarse aggregate
and CSA are free from impurities are weighed with
an accuracy of 5%, 10%, 15% and 20% of weight of
cement.
3.2.2.2. Mixing of Materials
Concrete is mixed in a non absorbent clean
platform i.e., in a mixing tray with a trowel.
Initially fine aggregate is put into the platform
following cement and fine aggregates for plain
concrete. For concrete with CSA, initially fine
aggregate is put into the mixing tray followed by
IJMTST
mixture of cement and slag and then coarse
aggregates are mixed properly.
At last required quantity of water as per water
cement ratio is added and mixed well within 2
minutes.
3.2.2.3. Mould Preparation
Mould is cleaned properly and greased with
mould oil. Concrete is placed in the mould of
dimension 150mm x 150mm x 150mm in 3 layers
each layer of height approximately 50mm. After
the placement of first layer of concrete it is
compacted by a tamping rod of 16mm diameter,
0.6m long and bullet pointes at the lower end. The
stroke of the bar is uniformly distributed over the
cross section of the mould.
Each layer is
compacted with 25 strokes and next scoop of
concrete is placed followed by same manner of
compaction and top layer is finished.
3.2.3. Curing of Specimen
The test specimens are stored in place free from
vibration, in moist air of at least 90% relative
humidity and at a temperature of 270 20 C for 24
hours from the time of addition of water to the dry
ingredients. After this period, the specimens are
marked and removed from the moulds and
immediately submerged in cleaned fresh water and
kept there until taken out just prior to test. The
water in which the specimens are submerged, are
renewed every seven days and maintained at a
temperature of 270 20 C. The specimens are not
allowed to become dry at any time until they have
been tested.
3.2.4. Method of Testing
Specimens are tested at the ages of 7 and 28
days. The specimens to be tested are taken out
from water and wiped to remove excess water and
grit present on the surface. 3 specimens are tested
for each type of mix at specific age. Cubes are
placed on the compression testing machine of 200
tons capacity such that the marked face faces the
observer and load is applied on the specimen and
increased at the rate of 140kg/sq cm/min until the
resistance of the specimen to the increasing load
breaks down and no freater load can be sustained.
Maximum load applied to the specimen was
recorded and compressive strength of the concrete
is found out using the relation,
Compressive strength =
P
BXD
OPC
SiO2
20.98%
Al2O3
5.42%
Fe2O3
3.92%
CaO
62.85%
MgO
1.76%
Na2
0.28%
K2O
0.53%
SO3
2.36%
Loss of ignition
1.90%
100
100
Weight of residue
retained
8.87
8.7
3
8.87
8.7
3
Weight of bottle +
cement + Kerosene
Weight of bottle +
kerosene (W4) gms
Weight of bottle + water
(W5) gms
Specific gravity of
kerosene,
Gk =
100
100
Weight of residue
retained
81
82
82
66
66
66
76
76
76
0.799
0.799
0.799
3.92
3.90
3.93
3.13
3.12
3.14
(W3) gms
(4 1 )
(5 1 )
Specific gravity of
cement wrt kerosene
Gck =
(2 1 )
4 1 3 2
Specific gravity of
cement
G = Gk X Gck
Percentage fineness of
8
Cement=(W2/W1)X100
114
1
27
47.11
2
27
42.95
Wei
ght of
cement
taken
(gms)
400
25
100
400
26
104
400
27
108
27
400
28
112
13
400
29
116
28
400
30
120
37
43.19
Percent
age of
water
added
Quan
tity of
water in
(ml)
Penetrat
ion in (mm)
IJMTST
3.3.3.4. Setting time
Cement paste setting time is affected by a
number of items including cement fineness,
water-cement ratio, chemical content and
admixtures. Setting tests are used to characterize
how a particular cement paste sets.
For
construction purposes, the initial set must not be
too soon and the final set must not be too late.
Additionally, setting times can give some indication
of whether or not cement is undergoing normal
hydration. Normally, two setting times are defined.
1. Initial set: Occurs when the paste begins to
stiffen considerably.
2. Final set: Occurs when the cement has
hardened to the point at which it can
sustain some load.
Initial setting time = 50 minutes
Final setting time = 370 minutes
3.3.3.5. Strength
Cement paste strength is typically defined in
three ways: Compressive, tensile and flexural. The
strengths can be affected by a number of items
including
water-cement
ratio,
cement-fine
aggregate ratio, type and grading of fine aggregate,
manner of mixing and moulding specimens, curing
conditions, size and shape of specimens, moisture
content at time of test, loading conditions and age.
Since cement gains strength over time, the time at
which strength test is to be conducted must be
specified. Typically times are 7 days, 14 days, and
28 days when considering cement paste strength
tests.
3.3.4. Coarse aggregate
The coarse aggregates can be classified into
six groups of shapes namely cubically and angular
for high quality aggregates while irregular, flaky
and elongated are classified as low quality
aggregate. As far as coarse aggregate is concerned,
equidimensional shape of particle is preferred
because particles which significantly depart from
such a shape have larger surface area and pack in
an anisotropic manner. Two types of particles
which depart from equidimensional shapes are
elongated and flaky. The latter type can also affect
adversely the durability of concrete because; flaky
particles tend to be oriented in one plane, with
bleeding water and air voids forming underneath.
3.3.5. Tests on coarse aggregate
3.3.5.1. Specific gravity of coarse aggregate
AIM: To determine the specific gravity of coarse
aggregate by using Pycnometer.
115
Weight of empty
Pycnometer (W1) gms
Particulars
620
620
620
Weight of empty
Pycnometer + 1/3rd of
coarse aggregate (W2) gms
1030
1110
1070
Weight of Pycnometer +
coarse aggregate + Water
(W3) gms
1740
1770
1770
Weight of Pycnometer +
Water (W4) gms
1490
1490
1490
2.56
2.33
2.64
G=
(W 2 W 1 )
W 4 W 1 W 3 W 2
Particulars
1.
500
2.
Weight of coarse
aggregate after 24hrs
covered in water , W2
502.5
3.
Water absorption,
0.5%
W=
Sl.No,
IS
Siev
es
(
mm)
Weig
ht
retaine
d
(W)
gms
1 20
2
12.5
3 10
4
4.25
5
Pan
%
weight
retained
(W/50
00)X100
Cumula
tive %
retained
(C)
%
Finer
N=
(100
C)
330
6.6
6.6
93.4
4285
85.70
92.3
7.7
355
7.1
99.4
0.6
20
0.4
99.8
0.2
10
0.2
100
n = 398.1
Fineness modulus of coarse aggregate SC =
Cummulative
= 398.1/100 = 3.98
3.3.5.3. Water absorption of coarse aggregate
AIM: To determine the percentage of water
absorption of coarse aggregate.
APPARATUS REQUIRED: Weighing balance, pan,
clean and dry cloth.
PROCEDURE:
1. Take a representative sample of 1kg dried
in oven for 24 hours.
2. Clean the aggregate thoroughly in a dry
trowel. This eliminates major problem of
the very fine materials.
3. Weigh the sample and take it as W1 grams.
4. Place the weighed sample in a pan and
pour cover completely with water for 24
hours.
5. Drain the water from sample using dry
cloth and weigh it as W2 grams.
116
(W 2W1)
W1
X100
Weight in
gms
Particulars
Weight
gms
Empty wt of cup , W1
Weight of saturated FA ,
W2
1003
993.13
in
378
% FA=1%
3.3.6. Fine aggregate
Locally available free of debris and nearly
riverbed sand is used as fine aggregate. The sand
particles should also pack to give minimum void
ratio, higher voids content leads to requirement of
more mixing water. In the present study the sand
conforms to Zone II as per the Indian standards.
Those fractions from 4.75mm to 150 are termed
as fine aggregate.
3.3.7. Tests on fine aggregate
3.3.7.1. Specific gravity of fine aggregate
AIM: Determine the specific gravity of fine
aggregate by using Pycnometer.
APPARATUS REQUIRED: Pycnometer, Distilled
water, weighing balance and fine aggregate.
PROCEDURE:
1. Weigh the clean empty dry Pycnometer
along with its conical cap and note down it
as W1 gms.
2. Fill the Pycnometer 1/3rd of height by fine
aggregate and note down the weight as W2
gms.
3. Now add some amount of water into the
Pycnometer and shake well to remove the
entrapped air.
4. Fill the remaining by water completely up to
brim level and note down the weight as W3
gms.
5. Empty the Pycnometer, clean it.
Fill
completely with water and note down the
weight as W4 gms.
IJMTST
6. Specific gravity can be calculated by using
the formula.
Table 9: Specific gravity of fine aggregate
Particulars
Weight of empty
Pycnometer (W1) gms
620
620
620
Weight of empty
Pycnometer + 1/3rd of fine
aggregate (W2) gms
1030
1110
1070
Weight of Pycnometer +
fine aggregate + Water (W3)
gms
1770
1770
1770
Weight of Pycnometer +
Water (W4) gms
1490
1490
1490
2.56
2.33
G=
2.64
(W 2 W 1 )
W 4 W 1 W 3 W 2
3 1.18
273
27.3
31.5
4 60
365
36.5
68
5 300
264
28.4
96.4
6 150
34
3.4
99.8
0.2
100
7 Pan
68.5
32
3.6
0.2
0
n = 400.9
Fineness modulus of fine aggregate SC =
Cummulative percentage weight retained
100
= 400.9/100
= 4.009
3.3.7.3. Water absorption of fine aggregate
AIM: To determine the percentage of water
absorption of fine aggregate.
APPARATUS REQUIRED: Weighing balance, pan,
clean and dry cloth.
PROCEDURE:
1. Take a representative sample of 1kg dried
in oven for 24 hours.
2. Clean the aggregate thoroughly in a dry
trowel. This eliminates major problem of
the very fine materials.
3. Weigh the sample and take it as W1 grams.
4. Place the weighed sample in a pan and
pour cover completely with water for 24
hours.
5. Drain the water from sample using dry
cloth and weigh it as W2 grams.
Table 11: Water absorption of fine aggregate
Sl.No
Particulars
Weight in
gms
1.
500
2.
Weight of fine
aggregate after 24hrs
covered in water , W2
3.
505.45
Water absorption,
W=
(W 2W 1)
W1
1%
X100
IS
Siev
es
(m
m)
Weigh
t
retained
(W) gms
%
weight
retained
(W/500
0)X100
Cumul
ative %
retained
(C)
1 4.75
10
2 2.36
32
3.2
4.2
117
%
Finer
N=
(100
C)
99
95.8
Sl.No
Particulars
Weight
gms
Empty wt of cup , W1
276
Wt of saturated FA , W2
776
765.10
FM=1.4%
in
= 24.864 kg
Add 20% extra dry material = 24.864 X 1.2
= 29.83 k
4.2.1.For normal concrete
Amount of cement =
Amount of cement
1
5.74
5.74
1.67
5.74
X 29.83 =
5.74
MDP =
5
100
X 5.19 = 259.5 g
X 58.32
X 58.32
= 30.37 kg
Water content = 0.5 X 10.30 = 5080 ml
X 29.83 =
= 16.96 kg
2.99
2.99
5.74
15.53 kg
Water content = 0.5 X 5.19 = 2595 ml
X 58.32
= 10.16 kg
1.67
8.67 kg
100
X 29.83 = 5.19 kg
MDP =
1
5.74
X 10.16 = 508g
N
o of
Weig
ht of
Densi
ty
N
o
D
ays
Speci
men(g)
kN/m
Failur
e load
kN
Compr
essive
strength
MPa
15
100
X 10.16 = 1.524 kg
X 100 2
4
220 X 6
= 10.36 X 10-3 m3
Mass of concrete = Density X Volume
= 2400 X 10.36 X 10-3
118
1
7
2
28
8840
2619.20
370
8670
2568.8
350
8730
2586.6
335
8270
2450.3
560
8530
2527.4
545
8700
2577.7
550
15.62
24.51
IJMTST
Sl.
No
No
of
Weight
of
Density
KN/m
Da
ys
Specim
en (g)
Failur
e load
Compressiv
e strength
Sl
.
No
of
Mpa
N
o
Da
ys
KN
Weight
of
specime
n
Density
KN/m3
Failure
load
Tensil
e
streng
th
KN
Mpa
1
7
28
8550
2533.33
340
8580
2542.22
415
8650
2562.96
365
8490
2515.5
640
8680
2517.8
570
8710
2580.7
600
16.59
1
7
26.81
2
No
of
Wei
ght of
Densi
ty
Day
s
Spe
cimen(
g)
KN/
m3
1
7
2
28
Fail
ure
load
Compress
ive strength
Mpa
KN
8550
2533.33
380
8580
2542.22
450
8650
2562.96
430
8490
2515.5
650
8680
2517.8
640
8710
2580.7
660
No
of
Weigh
t of
N
o
Day
s
Speci
men(g)
8550
1
7
28
Density
KN/m3
Failure
load
KN
S
l
.
8580
2542.22
350
8650
2562.96
290
8490
2515.5
480
8680
2517.8
435
8710
2580.7
440
39
4300
2737.47
80
4350
2769.29
75
4400
2801.13
90
speci
men
28.88
2
2
8
Density
KN/m3
Failure
load
2.36
Tensile
strength
KN
4390
2796.76
50
4410
2808.91
60
4455
2837.57
55
4390
2796.76
90
4450
2832.96
90
4490
2858.42
85
Mpa
1.64
2.55
No
of
Weight
of
D
ays
13.32
2
8
Density
KN/m3
specim
en
Failure
load
KN
4225
2691.08
65
4286
2729.93
46
4360
2777.07
92
4290
2731.09
100
4350
2769.2
95
4460
2839.3
85
119
1.19
20.07
45
2781.52
Da
ys
260
2707.00
4367
Weig
ht of
Mpa
2533.33
4250
No
of
Compre
ssive
strength
40
18.66
2773.75
N
o
S
l.
28
4357
Tensile
strength
Mpa
1.95
2.69
No
of
Da
ys
Density
KN/m3
Failu
re
load
KN
4010
4190
2554.14
2668.78
39
35
4280
4120
2 4240
8
4360
2726.11
2622.8
2699.2
2775.6
35
70
65
80
Weight
of
specime
n
Tensile
strengt
h
Mpa
2
1.5
1
10%2
15%2
7 days
Age (days)
2.07
3
2.5
2
1.5
1
0.5
0
0%
5%
10%
15%
28 Days
20
15
10
5
0
Age (days)
0%
5%
APPENDIX
10%
7 days
15%
Age (days)
Compressive Strength
(MPa)
5%2
0.5
40
30
20
0%
10
5%
10%
28
Days
15%
Age (days)
120
0%
1.05
4.5. Graphs
Compressive
Strength (MPa)
2.5
S
l
.
N
o
IJMTST
186
0.5
1
1000
= 0.119 m3
c) Volume of water = (Mass of water/specific
gravity of water)x(1/1000)
372
3.11
186
1
1
1000
0.816 m3
d) Volume of all in aggregates = [a-(b+c)]
=
[1-(0.119+0.186)]
= 0.695 m3
= 372 kg/m3
0.21064 .11
100
0.5702 .01
100
1.4702 .01
100
)(
11064 .11
100
= 171.16
Adjustments for water absorption
For CA = 1.0%
=
1.0
100
X 1124.65
= 11.25 kg/m3
For FA = 2.0%
=
2.0
100
X 633.84
= 12.68 kg/m3
Water content = 186 + 11.25 + 12.68 = 209.93
kg/m3
Coarse aggregate = 1124.65 11.25 = 1113.4
kg/m3
Fine aggregate =
633.84 12.68
= 621.16
kg/m3
Final mix proportion
Cement
Fine Aggregate
Water
327
702.01
171.13
kg/m3
kg/m3
kg/m3
1
1.88
0.523
Ratio = 1: 1.88 : 2.86
Coarse Aggregate
1064.11
kg/m3
2.86
ACKNOWLEDGMENT
The Authors thank the management of
Adichunchanagiri
Institute
Of
Technology,
Chikamagalur, Karnataka,India for providing
laboratory facilities to carry out this work.
REFERENCE
[1] Vaidevi C, Study on marble dust as partial replacement
of cement in concrete, Indian journal of engineering,
2013, 4(9), 14-16.
[2] Baboo Rai 1 , Khan Naushad H 2 , Abhishek Kr 3 ,
Tabin Rushad S 4 , Duggal S.K 5, Influence of Marble
powder/granules in Concrete mix, International
Journal of civil and Structural Engineering, Volume 1,
No 4, 2011, ISSN 0976 4399.
[3] Prof. Veena G. Pathan1, Prof. Md. Gulfam Pathan
Feasibility and Need of use of Waste Marble Powder in
Concrete Production 2 1 Civil Engineering Department,
122