An Experimental Investigation on Strengths Characteristics of Concrete with the Partial Replacement of Cement by Marble Powder Dust and Sand by Stone Dust

IJSRD - International Journal for Scientific Research & Development| Vol. 2, Issue 07, 2014 | ISSN (online): 2321-0613
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An Experimental investigation on strengths characteristics of concrete
with the partial replacement of Cement by Marble Powder dust and Sand
by Stone dust
Md Mahboob Ali 1
Prof. S. M. Hashmi2
1
PG Student
1,2
Department of Civil Engineering
1,2
K.B.N Engineering College, Gulbarga, Karnataka, India
Abstract— The present work is directed towards
developing a better understanding on strengths
characteristics of concrete using as a partial replacement of
cement by marble dust powder and sand by stone dust. The
Dissertation work is carried out with M30 grade concrete for
which the marble powder is replaced by 0%, 5%, 10%, 15%,
20% by weight of cement. For all the mixes compressive,
flexural and split tensile strengths are determined at
different days of curing apart from this the beams were
casted and tested under flexural, the load and deflection are
noted simultaneously and also the crack pattern were
observed. In addition to this, sand is replaced with stone
dust (SD) by 10%, 20% and 30% along with cement is
replaced with MP by 0%, 10% and 20% by weight for M30
grades of concrete. Only 3 cubes were casted for various
percentage replacements of sand with SD and cement with
MP for 7days and 28 days compressive strength. The results
of the present investigation indicate that marble dusts
incorporation results insignificant improvements in the
compressive, flexural and split tensile strengths of concrete
and The load carrying capacity of RMP RCC beams {mix2
and mix3} is more compared to RCC conventional beams
up to 10% of replacement and also for stone dusts and
marble dust incorporation results insignificant
improvements in the compressive strengths of concrete up to
20% of SD and 10% of MP of replacement.
Keywords: RMP, MP, SD, compressive, flexural and split
tensile strengths, workability
I. INTRODUCTION
It is generally known that, the fundamental requirement for
making concrete structures is to produce good quality
concrete. Good quality concrete is produced by carefully
mixing cement, water, and fine and coarse aggregate and
combining admixtures as needed to obtain the optimum
product in quality and economy for any use. Waste marble
powder is generated as a by-product during cutting of
marble. The waste is approximately in the range of 20% of
the total marble handled. The amount of waste marble
powder generated at the site every year is in the range of
250-400 tones. The advancement of concrete technology can
reduce the consumption of natural resources, energy sources
and lessen the burden of pollutants on environment. This
project describes the feasibility of using the marble powder
in concrete production as partial replacement of cement by
weight. In INDIA, the marble processing is one of the most
thriving industry. The effects of marble powder on
properties of fresh and hardened concrete have been
investigated. Test results show that this industrial bi-Product
is capable of improving hardened concrete performance up
to 10%.
II. LITERATURE REVIEW
A. Study has been conducted by Prof. P.A. Shirule et al
Described the feasibility of using the marble sludge dust in
concrete production as partial replacement of cement. 3
cubes and 3 cylinders were casted for 7 days and 28 days.
Final strength of cubes and cylinders were examined after 7
days and 28 days of curing. They conducted the tests using
compression testing machine to test the compressive
strength of cubes and split tensile strength of cylinders. The
materials like, Portland Pozzolona cement of Birla gold 53
grade conforming to IS 269-1976 and IS 4031-1968 were
adopted in this work. The aggregate used in this project is
mainly basalt rock which comes under normal weight
category and sand giving good workability. Marble powder
was collected from the dressing and processing unit in
Jalgaon. It was initially in wet form (i.e. slurry); after that it
is dried by exposing in the sun and finally sieved by IS-90
micron sieve before mixing in concrete. They concluded that
the optimum percentage for replacement of marble powder
with cement is almost 10% cement for both cubes and
cylinders. Hence a simple step to minimize the costs for
construction with usage of marble powder which is freely or
cheaply available. [1]
B. Study has been conducted by Mohammad S. Al-Juhani
et al
Proposed a gainful utilization of waste marble powder as a
part substitute of limestone in a cement plant. This research
describes attempts to define the compositions of waste-
based mixtures and the corresponding processing conditions
suitable to the production powder based cements. Also, this
study assesses the properties of the final product after
incorporating waste marble powder, Waste Marble Powder
specimens. The raw material was provided by a local
company and then these materials were milled and sieved
through 75μm sieve size and conducted tests on Sieve
analysis, compressive test. In conclusion, it was found that
the Waste Marble specimens were found to contain the
expected cementitious phases and a good agreement was
obtained between the characterizations techniques used. Test
results show that this WMP based cement is capable of
improving hardened concrete performance up to 16%,
enhancing fresh concrete behaviour. [2]
C. V.M shelke Prof. P.Y.pawde et al
To study the influence of partial replacement of cement with
marble powder, and to compare it with the compressive
strength of ordinary M30 concrete. and also trying to find
the percentage of marble powder & silica fume replaced in
concrete that makes the strength of the concrete maximum.

An Experimental investigation on strengths characteristics of concrete with the partial replacement of Cement by Marble Powder dust and Sand by Stone
dust
(IJSRD/Vol. 2/Issue 07/2014/081)
Now a day’s marble powder has become a pollutant. So, by
partially replacing cement with marble powder, and
proposing a method that can be of great use in reducing
pollution to a great extent. In this investigation a series of
compression tests were conducted on 150mm, cube and
150mm x 300mm, cylindrical specimens using a modified
test method that gave the complete compressive strength,
using silica fume of constant 8% with and without marble
powder of volume fractions 0, 8, 12, & 16% on Ordinary
Portland cement concrete. [3]
D. A Study has been conducted by Hanifi Binici et al
(2007)
found that marble dust concrete has higher compressive
strength than that of the corresponding lime stone dust
concrete having equal w/c and mix proportion. The results
indicated that the Marble dust concrete would probably have
lower water permeability than the lime stone concrete.
Typically, concrete made with marble dust obtained during
polishing and cutting of marble in factories will attain higher
strength than conventional concrete for 28 days curing
period. Marble waste concrete is also expected to be equally
durable compared to conventional concrete. Marble waste
when used in concrete increases the amount of water
required to produce given slump, this may be due to
increased surface area in dust compared to sand. The overall
workability value of marble dust concrete is less compared
to conventional concrete. [4]
E. Points Observed from the Literature Review
The optimum percentage for replacement of marble powder
with cement and it is almost 10% cement for both cubes and
cylinders and a simple step to minimize the costs for
construction with usage of marble powder which is freely or
cheaply available. Waste marble powder based cement is
capable of improving hardened concrete performance up to
16%, enhancing fresh concrete behaviour.
III. EXPERIMENTAL PROGRAM
A. Materials
1) Cement
Ultra-tech (OPC 53 grade) cement from a single batch is
used throughout the course of project work. The properties
of the cement used are shown in the Table 1 below
Sl. No. Properties Chart Result
1. Specific Gravity 3.10
2.
Setting time in minutes
Initial setting time
Final setting time
130min.
195min.
3. Soundness: By-Le Chatrlier
0.5mm
4. Normal consistency 29.7%
5. Compressive Strength
28 days 71.3Mpa
Table 1: Physical properties of OPC
2) Fine Aggregate
The source for fine aggregate used is from natural river bed,
the details regarding test conducted on it are as given in
table 2 and table 3 below
I.S
.
Sie
ve
siz
e
in
m
m
Weig
ht
retai
ned
(gm)
Corre
ction
Corre
cted
weigh
t
Cumul
ative
wt
retaine
d
Cumula
tive
percent
age wt.
retained
Cumul
ative
%
passin
g
4.7
5
25 +0.5 25.5 25.5 2.55 97.45
2.3
6
29 +0.58 29.58 55.08 5.508 94.50
1.1
8
209 +4.18
213.1
8
268.26
26.82
6
73.18
60
0
317 +6.34
323.3
4
591.60 59.16 40.84
30
0
350 +7.0 357 948.60 94.86 5.16
15
0
50 +1.0 51.0 999.6 99.96 0.04
Table 2: Sieve analysis of fine aggregate
Fineness modulus of fine
agg
Cumulative % wt retained /
100
Fineness modulus 288.86/100=2.88
Specific gravity 2.64
Water absorption 1%
Silt or clay content 0.5%
Bulk density 1700 kg/m3
Grading well graded (zone II)
Table 3: Properties of Fine Aggregate
3) Coarse Aggregate (C.A)
The coarse aggregate used in this investigation is 20mm
down size crushed aggregate and angular in shape. the
details regarding test conducted on it are as given in table 4
and table 5 below
IS.
Sieve
Size(m
m)
Weight
retaine
d (gm)
Cumulati
ve wt
retained
Cumulati
ve
percentag
e wt
retained
Cumulati
ve %
passing
63 0 0 0 100
40 0 0 0 100
20 2000 2000 20 80
12.5 7580 9580 95.80 4.20
10.0 220 9800 98.0 2.0
8 120 9920 99.20 0.8

dust
6.3 40 9960 99.60 0.4
4.75 20 9980 99.80 0.2
Pan 20 10000 - 0
Table 4: Sieve analysis of coarse aggregate
Fineness modulus of
coarse agg
Cumulative % wt retained
/ 100
Fineness modulus 512.40/100 = 5.12
Water absorption 0.5%
Impact Value 11.76%
Table 5: Properties of Coarse Aggregate
4) Marble dust
Marble dust which is used in laboratory investigation was
obtained during polishing and cutting of marble in factories
Sl. No. Test performed Results
1. Specific gravity 2.62
2. Moisture content 1.5%
3. Water absorption 2%
4. Bulk density 1480
5. Grading Zone II
6. Fineness modulus 2.68
Table 6: Properties of marble dust
Constituent Marble dust (%)
SiO
2
62.48
Al
2
O
3
18.72
Fe
2
O
3
06.54
CaO 04.83
MgO 2.56
Na
2
O Nil
K
2
O 03.18
TiO
2
01.21
Loss of ignition 00.48
Table 7: Chemical composition of Marble dust
5) Stone dust
It is the residue material which is the extraction of basalt
rocks to form the fine particles less than 4.75mm through
the IS sieve. Locally available stone dust was used in the
present study for replacement of fine aggregate
(sand).Different test such as sieve analysis values in Table 8
and different properties carried out in laboratory for stone dust
are shown in Table 9
I.S.
Sieve
size
mm
Wt
retain
ed
(gm)
Correct
ion
Correc
ted
weight
Cumula
tive wt
retained
Cumula
tive %
wt.
retained
Cumula
tive %
passing
4.75 27 +0.48 27.48 27.482 2.748 97.252
2.36 30 +0.54 30.54 58.022 5.802 94.198
1.18 212 +3.81 215.8 273.83 27.383 72.617
600 313 +5.63 318.6 592.47 59.247 40.753
300 340 +6.12 346.1 938.59 93.839 6.141
150 60 +1.08 61.08 999.67 99.967 0.033
Table 8: Sieve analysis of Stone Dust
Fineness modulus of fine
agg
Cumulative % wt retained /
100
Fineness modulus 310.994/100=3.109
Water absorption 1%
Silt or clay content 0.5%
Grading well graded (zone II)
Table 9: Properties of Stone Dust
6) Water
Water used for mixing should be free from injurious amount
of deleterious materials. Potable water is generally
considered satisfactory for mixing. In the present work
potable tap water was used
B. Casting and Curing of Control Specimen
For each mix three cubes of 150mm x 150mm x 150mmin
size, three cylinders of 150mm diameter and 300m height,
three prisms of 100mm x 100 x 500mm, two Beams of
700mm x 50mm x 50mm were cast using steel moulds. The
caste specimens were kept in ambient temperature for 24
hours. After 24 hours they were demoulded and placed in
water for curing. Cubes are used to determine the
compressive strength of concrete for 7 days and 28 days.
Three cylinder were used to determine the split tensile
strength of concrete for 28 days. Three prisms and two
beams were used to determine the Flexural strength of
concrete for 28 days by two point bending test with a
supporting span, using universal testing machine of capacity
1000kN.
C. Mix proportion per cubic meter of concrete
Water Cement Fine agg Coarse agg
191.6lts 491kg 512.62kg 1186 kg
0.39 1 1.044 2.415
D. Mix proportion for one beam
Water Cement Fine agg Coarse agg
2.83lts 7.65kg 8.225kg 18.378kg
0.37 1 1.075 2.402

dust
IV. RESULTS & DISCUSSION
A. Workability Characteristics
1) Slump Cone Test
The slump cone is cleaned and the inside surface of the cone
is oiled thoroughly. It is then placed on a level surface and
placing the slump cone inside the sheet metal cylindrical
pot of the consistometer. The concrete is then filled into
the cone in four layers. Each layer is tamped 25 times with
standard 16 mm tamping rod. After filling the cone
completely, the initial height of the cone is noted, and then
the cone is lifted without disturbing it. Final reading
corresponding to the decrease in height of the centre of the
slumped concrete is noted down as shown in Graph 1.
2) Compaction Factor Test
The degree of compaction, called the compaction factor,
is measured by the density ratio i.e., the ratio of the density
actually achieved in the test to the density of the same
concrete fully compacted. Results shown in table 10 and
Graph 2
Specimen type for M30
grade concrete
M30 Grade Concrete
Slump
(mm)
Compaction
Factor
0% RMP 56 0.89
5% RMP 55 0.86
10% RMP 54 0.854
15% RMP 46 0.842
20% RMP 44 0.822
Table 10: Results of Slump Cone Test and Compaction
Factor Test
Graph 1: Slump values for various Mixes of M30 grade
concrete
Graph 2: Compaction factor test for various Mixes of M30
grade concrete
B. Tests for Compressive Strength
The compressive strength of concrete for cubes, all mixes at
7 and 28 days of curing is presented in table 11. Only 3
cubes were casted for various percentage replacements of
cement by MP. The result shows that the Compressive
strength increased with addition of waste marble powder up
to 10% replace by weight of cement and further any addition
of waste marble powder the compressive strength decreases.
The initial strength gradually decreases from 15%. At 10%
there is 10.05% increase in initial compressive strength for 7
days and there is 14.14% increase in initial compressive
strength for 28 days .In case of RMP 10%, the 7 day
strength is found to be 30.447 N/mm2
this is 68% of 28 days
of curing strength. It is represented in Figure 1 which shows
the Comparison and Effect of curing on compressive
strength of M30 Grade of RMP.
C. Tests for split tensile strength
The split tensile strength of concrete for cylinders, all mixes
at 28 days of curing is presented in table 12.Only 3 cylinders
were casted for various percentage replacements of cement
by MP. The Split Tensile strength of Cylinders are increased
with addition of waste marble powder up to 10% replace by
weight of cement and further any addition of waste marble
powder the Split Tensile strength decreases. At 10% there is
19.61% increase in initial split tensile strength for 28 days.
It is represented in Figure 2 which shows the Effect of
curing on split tensile strength of M30 Grade of RMP
D. Tests for Flexural Strength
The flexural strength of concrete for prisms, all mixes at 28
days of curing is presented in table 13. Only 3 prisms were
casted for various percentage replacements of cement by
MP. The flexure strength of prisms are increased with
addition of waste marble powder up to 10% replace by
weight of cement and further any addition of waste marble
powder the flexural strength decreases. At 10% there is
10.73% increase in initial flexure strength. It is represented
in Figure 3 which shows the Effect of curing on Flexural
strength of M30 Grade of RMP.
E. Tests for Compressive strength of Concrete using MP
and SD Replacements
The compressive strength of concrete for cubes, all mixes at
7 and 28 days of curing is presented in table 14-16. Only 3
cubes were casted for various percentage replacements of
sand with SD and cement with MP. At 20% SD and 10%
MP there is 16.47% increase in initial compressive strength
for 7 days. At 20% SD and 10% MP there is 15.23%
increase in initial compressive strength for 28 days. It is
represented in Figure 4-6 which shows the Comparison and
Effect of curing on compressive strength of M30 Grade.
F. Quantity of Steel Reinforcement in Beam
In a beam four numbers of longitudinal bars are provided, 2
numbers of 10mm φ bars in the tension zone and 2 numbers
of 8mm φ bars in the compression zone and 5 numbers of
6mm φ bar lateral ties are also used.
0, 0.89
5, 0.86
10, 0.854
15, 0.842
20, 0.822
0.81
0.82
0.83
0.84
0.85
0.86
0.87
0.88
0.89
0.9
0 5 10 15 20 25
compactionfactor
% of marble powder
compaction factor

dust
G. Reinforcement Details
H. Testing and Result of CVC beams and RMP beams
The beams are tested for pure flexure on a uniform testing
machine of 60 tones capacity, the beam is kept on two
girders, so as to obtain the clear span of 600 mm. On the
beam two rods are kept at a distance of 100mm from
centre of the beam on either side so that it acts as a two
point loading over which an I – Section is placed by using a
plum bob. A dial gauge is placed exactly below the centre of
the beam i.e. at the mid- span. With the help of dial
gauge the deflections at different load levels can be
measured at the beam centre. The test results of the beams
tested are given in Table No 17 to 21 and Graphs No.3 to 7
showing load deflection curve
SI.NO
replacement
of cement
by MP
days
of
curing
Avg.
Load
(tested
on 3
cubes)in
tones
Compressive
strength in
Nmm2
1 0%
7-days 62.91667 27.431
28-
days
88 38.368
2 5%
7-days 64.58333 28.158
28-
days
94.25 41.093
3 10%
7-days 69.83333 30.447
28-
days
102.5 44.69
4 15%
7-days 57.58333 25.106
28-
days
84.41667 36.769
5 20%
7-days 53.83333 23.471
28-
days
80.41667 35.061
Table 11: Compressive strength of concrete using RMP
SI.NO
replacement
of cement by
MP
days
of
curing
Avg. Load
(tested on 3
cylinder)in
tones
split
tensile
strength
in
Nmm2
1 0%
28-
days
22.25 38.368
2 5%
28-
days
24.25 41.093
3 10%
28-
days
27.66667 44.69
4 15%
28-
days
23.58333 36.769
5 20%
28-
days
20.5 35.061
Table 12: Split Tensile Strength of concrete using RMP
SI.
NO
replacement
of cement by
MP
days of
curing
Avg. Load
(tested on 3
prisms)in
tones
Flexural
strength
in Nmm2
1 0%
28-
days
1.191 4.674
2 5%
28-
days
1.304333 5.12
3 10%
28-
days
1.334 5.236
4 15%
28-
days
1.178667 4.627
5 20%
28-
days
1.067 4.189
Table 13: Flexural strength of concrete using RMP
SI.
NO
replacement of
cement by MP
days of
curing
Avg. Load
(tested on 3
cubes)in
tones
Com
strength in
Nmm2
1
10% SD-0%
MP
7-days 55.75 24.307
28-days 82.58333 36.006
2
10% SD-10%
MP
7-days 62.66667 27.413
28-days 92.25 40.221
3
10% SD-20%
MP
7-days 57.16667 24.924
28-days 75.5 37.278
Table 14: Compressive strength of Concrete
SI.
NO
replacement
of cement by
MP
days of
curing
Avg. Load
(tested on 3
cubes)in
tones
Compressive
strength in
Nmm2
1
20% SD-
0% MP
7-days 63.83333 27.837
28-
days
93 40.548
2
20% SD-10%
MP
7-days 66.75 29.103
28-
days
98.16667 42.8
3
20% SD-20%
MP
7-days 59.75 26.051
28-
days
88.5 38.583
SI.
NO
replacement
of cement by
MP
days of
curing
Avg. Load
(tested on 3
cubes)in
tones
Compressive
strength in
Nmm2

dust
1
30% SD-0%
MP
7-days 60.08333 26.196
28-
days
90.5 39.276
2
30% SD-10%
MP
7-days 63.91667 27.867
28-
days
94.16667 41.056
3
30% SD-20%
MP
7-days 22.58333 9.846
28-
days
78.33333 34.153
Beam 01 Beam 02
Load
(KN)
Deflection
(mm)
Load
(KN)
Deflection
(mm)
0 0 0 0
20 0.9 20 0.85
40 1.1 40 1.1
60 1.3 60 1.4
80 1.5 80 1.7
100 1.8 100 1.9
126* 1.9 128* 2.1
140 2.3 140 2.3
160 2.6 160 2.6
170** 2.8 170** 2.9
Table 17: Load deflection characteristics of RCC beam
conventional concrete Mix 1 (M30 grade)
Beam 01 Beam 02
Load
(KN)
Deflection
(mm)
Load
(KN)
Deflection
(mm)
0 0 0 0
20 0.8 20 0
.740 1.0 40 1
.060 1.1 60 1
.380 1.3 80 1
.5100 1.6 100 1
.8127* 1.9 130* 2
.0140 2.1 140 2
.3160 2.4 160 2
.6172** 2.7 173** 2
.85Table 18: Load deflection characteristics of RCC
beam with RMP MIX 2(M30 grade)
Beam 01 Beam 02
Load
(KN)
Deflection
(mm)
Load
(KN)
Deflection
(mm)
0 0 0 0
20 0.8 20 0.9
40 1.0 40 1.1
60 1.2 60 1.4
80 1.4 80 1.7
100 1.7 100 1.8
120 1.9 120 2.0
134* 2.1 135* 2.3
160 2.4 160 2.5
175** 2.7 174** 2.8
Table 19: Load deflection characteristics of RCC
beam with RMP MIX 3 (M30 grade)
Beam 01 Beam 02
Load
(KN)
Deflection
(mm)
Load
(KN)
Deflection
(mm)
0 0 0 0
20 0.7 20 0.9
40 0.9 40 1.2
60 1.1 60 1.4
80 1.3 80 1.5
100 1.6 100 1.7
122* 1.8 123* 1.9
140 2.1 2.1 140 2.2
160 2.3 160 2.4
168** 2.65 169** 2.75
*first crack load **ultimate crack load
Beam 01 Beam 02
Load
(KN)
Deflection
(mm)
Load
(KN)
Deflection
(mm)
0 0 0 0
20 0.7 20 0.8
40 0.9 40 1.0
60 1.1 60 1.25
80 1.4 80 1.5
100 1.7 100 1.7
119* 2.0 117* 1.9
140 2.3 140 2.2
160 2.5 160 2.5
166** 2.8 167** 2.75
Fig. 1: Comparison and Effect of curing on compressive
strength at 28 days
27.431 28.158
30.447
25.106 23.471
38.368
41.093
44.69
36.769 35.061
0
10
20
30
40
50
0 5 10 15 20
COMPRESSIVE
STRENGTHINNmm2
% OF MARBLE POWDER
7 DAYS
28 DAYS

dust
Fig. 2: split tensile strength at 28 days
Fig. 3: flexural strength at 28 days
Fig. 4: Compressive strength of Concrete at 7 and 28 days
@ 10%
@ 20%
@ 30%
Graph 3: Load V/s deflection curve for CVC RCC
beam of Mix 1
Graph 4: Load V/s deflection curve for RMP RCC beam of
Mix 2
Mix 3
3.086
3.365
3.839
3.27
2.841
0
1
2
3
4
5
0 5 10 15 20
SPLIT-TENSILE
STRENGTHINNmm2
% OF MARBLE POWDER
28 DAYS
4.674
5.12 5.236
4.627 4.189
0
1
2
3
4
5
6
0 5 10 15 20
FLEXURESTRENGTH
INNmm2
% OF MARBLE POWDER
28 DAYS
24.307
27.413
24.924
36.006
40.221
37.278
0
5
10
15
20
25
30
35
40
45
10%(SD)-
0%(MP)
10%(SD)-
10%(MP)
10%(SD)-
30%(MP)
COMPRESSIVESTRENGTHIN
Nmm2
REPLACEMENT OF STONE DUST AND MARBLE
POWDER
7 DAYS
28 DAYS
27.837 29.103
26.051
40.837 42.8 38.583
0
5
10
15
20
25
30
35
40
45
20%(SD)-
0%(MP)
20%(SD)-
10%(MP)
20%(SD)-
30%(MP)
Nmm2
POWDER
7 DAYS
28 DAYS
26.196 27.867
9.846
39.276 41.056
34.153
0
5
10
15
20
25
30
35
40
45
30%(SD)-
0%(MP)
30%(SD)-
10%(MP)
30%(SD)-
30%(MP)
Nmm2
POWDER
7 DAYS
28 DAYS
0
20
40
60
80
100
120
140
160
180
0 0.5 1 1.5 2 2.5 3
LoadinKN
Deflection in mm
0
20
40
60
80
100
120
140
160
180
200
0 0.5 1 1.5 2 2.5 3
LoadinKN
Deflection in mm
0
20
40
60
80
100
120
140
160
180
200
0 0.5 1 1.5 2 2.5 3
LoadinKN
Deflection in mm

dust
Mix 4
Mix
NOTE:-All this curves are fitted with curve fitting method
shown in Appendix
V. CONCLUSION
(1) The Compressive strength of Cubes are increased
with addition of waste marble powder up to 10%
replace by weight of cement and further any
addition of waste marble powder the compressive
strength decreases.
(2) The Split Tensile strength of Cylinders are
increased with addition of waste marble powder up
to 10% replace by weight of cement and further
any addition of waste marble powder the Split
Tensile strength decreases.
(3) The flexure strength of prisms are increased with
addition of waste marble powder up to 10% replace
by weight of cement and further any addition of
waste marble powder the Split Tensile strength
decreases.
(4) Thus we found out the optimum percentage for
replacement of marble powder with cement and it
is almost 10% of the total cement for cubes,
cylinders and prisms.
(5) We have put forth a simple step to minimize the
costs for construction with usage of marble powder
which is freely or cheaply available.
(6) There is a decrease in workability as the
replacement level increases, and hence water
consumption will be more.
(7) Optimum percentage replacement of sand with SD
and cement with MP is 20% and 10%.
(8) There is a slight increase in flexural strength of
RMP members compared to that CVC member.
(9) In case of RMP Mix M2 and Mix M3 beams the
deflection is less compared to the CVC RCC beam
m30 and the load carrying capacity is more.
(10).In case of RMP Mix M4 and Mix M5 beams the
load carrying capacity is less compared to the
CVC. RCC beam m30.
VI. SCOPE FOR FURTHER STUDY
 In this investigation M30 grade of concrete is tested
further work can be carried out by testing higher
grades of concrete i.e.M35, M40 etc.
 Flexure behaviour of larger size beams can also be
studied
 The same work can be carried for replacement of
cement with marble powder with 11%, 12%, 13%
REFERENCES
[1] P.A. Shirulea, Ataur Rahmanb, Rakesh D. Gupta,
“PARTIAL REPLACEMENT OF CEMENT WITH
MARBLE DUST POWDER”, International Journal
of Advanced Engineering Research and Studies E-
ISSN2249–8974, IJAERS/Vol. I/Issue III/April-June,
2012/175-177.
[2] Ahmed N. Bdour and Mohammad S. Al-Juhani,
”UTILIZATION OF WASTE MARBLE POWDER
IN CEMENT INDUSTRY”, December
2011,Associate Professor, Civil Engineering
Department, College of Engineering, University of
Tabuk, Saudi Arabia Corresponding Author Dean,
College of Engineering, University of Tabuk, Saudi
Arabia.
[3] V.M.shelke, Prof. P.Y.pawde Dr. R.R.shrivastava
“EFFECT OF MARBLE POWDER WITH AND
WITHOUT SILICA FUME ON MECHANICAL
PROPERTIES OF CONCRETE” Prof -Civil Engg.
Dept. Prof-Chemistry Dept. G. H. Raisoni College of
Engineering & Technology, NAGPUR, (India) IOSR
Journal of Mechanical and Civil Engineering
(IOSRJMCE) ISSN : 2278-1684 Volume 1, Issue 1
(May-June 2012), PP 40-45 www.iosrjournals.org.
[4] HanifiBinici, Hasan Kaplan and SalihYilmaz, (2007),
"Influence of marble and limestone dusts as additives
on some mechanical properties of concrete,"
Scientific Research and Essay, 2(9), pp 372379.
[5] IS-383-Indian Standard (1970), ”Method for testing
of aggregates”.
[6] IS 9013 – Indian standard (1978), ”Method of test for
compressive strength”.
[7] IS 9399 – Indian standard (1979), ”Method of test for
flexural strength”.
[8] “Concrete Technology” Theory and practice By MS.
Shetty Concrete Technology:- M. L. Gambhir
[9] IS: 456 – 2000 “Plain and reinforced concrete code of
practice”.
[10]IS: 383 – 1970 “specification for coarse and fine
aggregates from natural sources for concrete.
[11]IS: 10262 – 1982 Concrete Mix Design.
[12]SP 16, Design Aid to IS 456 – 1978.
0
20
40
60
80
100
120
140
160
180
0 0.5 1 1.5 2 2.5 3
LoadinKN
Deflection in mm
0
20
40
60
80
100
120
140
160
180
0 0.5 1 1.5 2 2.5 3
LoadinKN
Deflection in mm

dust
APPENDIX
Tables: Deflection values of curve fitting for Beam
using parabolic equation
y = ax2
+ bx + c
A. CVC MIX 1 M30 grade beam
Beam 01 Beam 02
Load
(KN)
Deflection
(mm)
Load
(KN)
Deflection
(mm)
0 0 0 0
20 0.8 20 0.9
40 1.0 40 1.1
60 1.2 60 1.4
80 1.4 80 1.7
100 1.7 100 1.8
120 1.9 120 2.0
134* 2.1 135* 2.3
160 2.4 160 2.5
175** 2.7 174** 2.8
B. 5% of RMP MIX 2 M30 grade beam
Beam 01 Beam 02
Load
(KN)
Deflection
(mm)
Load
(KN)
Deflection
(mm)
0 0 0 0
20 0.45 20 0.54
40 0.83 40 0.88
60 1.18 60 1.20
80 1.5 80 1.51
100 1.77 100 1.8
127* 2.08 130* 2.20
140 2.21 140 2.32
160 2.37 160 2.56
172** 2.45 173** 2.71
C. 10% of RMP MIX 3 M30 grade beam
Beam 01 Beam 02
Load
(KN)
Deflection
(mm)
Load
(KN)
Deflection
(mm)
0 0 0 0
20 0.56 20 0.64
40 0.87 40 1.00
60 1.17 60 1.33
80 1.45 80 1.63
100 1.71 100 1.90
120 1.96 120 2.14
134* 2.13 135* 2.31
160 2.42 160 2.54
175** 2.57 174** 2.64
D. 15% of RMP MIX 3 M30 grade beam
Beam 01 Beam 02
Load
(KN)
Deflection
(mm)
Load
(KN)
Deflection
(mm)
0 0 0 0
20 0.57 20 0.66
40 0.78 40 0.87
60 1.07 60 1.10
80 1.34 80 1.36
100 1.61 100 1.64
122* 1.90 123* 2.01
140 2.13 140 2.39
160 2.37 160 2.66
168** 2.47 169** 2.83
E. 20% of RMP MIX 3 M30 grade beam
Beam 01 Beam 02
Load
(KN)
Deflection
(mm)
Load
(KN)
Deflection
(mm)
0 0 0 0
20 0.57 20 0.66
40 0.78 40 0.87
60 1.07 60 1.10
80 1.34 80 1.36
100 1.61 100 1.64
122* 1.90 123* 2.01
140 2.13 140 2.39
160 2.37 160 2.66
168** 2.47 169** 2.83

An Experimental Investigation on Strengths Characteristics of Concrete with the Partial Replacement of Cement by Marble Powder Dust and Sand by Stone Dust

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An Experimental Investigation on Strengths Characteristics of Concrete with the Partial Replacement of Cement by Marble Powder Dust and Sand by Stone Dust