International Journal of Applied Engineering Research ISSN 0973-4562 Volume 11, Number 21 (2016) pp. 10501-10515
© Research India Publications. http://www.ripublication.com
Comparison between Concrete with Granite Powder and Concrete with
Iron Powder
Shehdeh Ghannam
Assistant professor /Department of Civil Engineering / Zarqa University/ Jordan.
E-mail: [email protected]
Abstract
Concrete with Granite Powder (GP) consists of Portland
cement, coarse aggregate and GP as a partial replacement of
sand, while Concrete with Iron Powder (IP) consists of
Portland cement, coarse aggregate and IP as a partial
replacement of sand.
Polishing industry in a powder form. In order to explore the
possibility of using the GP as a partial replacement to sand, an
experimental investigation has been carried out. Twenty
cubes, 10 cylinders and 10 beams of concrete with GP were
casted.
Iron Powder (IP) was also used as a partial replacement to
sand. For this purpose, another twenty cubes, 10 cylinders and
10 beams of concrete with IP were casted. The percentages of
GP and IP added to replace sand were 0, 5, 10, 15, and 20% of
sand by weight. It was observed that substitution of (0-20%)
of sand by weight with IP in concrete resulted in an increase
in compressive, split tensile strength and flexural strength of
concrete. It was also observed that substitution of 10% of sand
by weight with GP in concrete resulted in a maximum
increase in compressive strength to 48.9 N/mm2 compared to
35.8 N/mm2 of control concrete, increase in splitting tensile
strength to 3.0 N/mm2 compared to 2.62 N/mm2 of control
concrete. However flexure strength of 10% (GP) replacement
exhibited a good improvement of flexural strength to 4.62
N/mm2 compared to a 3.23 N/mm2 of control concrete after
28 days.
Finally Reuse (GP) in concrete also extremely decrease the
environmental pollution.
Keywords: Granite Powder, Iron Powder, Compressive
strength, Flexural strength, Tensile strength, Concrete.
INTRODUCTION
In this present work, (GP) as a partial replacement to sand to
different percentage,the compressive strength, split tensile
strength and flexural strengths of concrete have been
determined. By doing so, the objective of reduction of cost
construction can be met and it will help to overcome the
environmental problem associated with its disposal including
the environmental problems of the region. The solid industrial
granite powders, have potentiality for using in concrete. These
powders can be used as a filler (substituting sand) to reduce
the total voids content in concrete. Granite powder is an
industrial waste which is obtained from the granite polishing
industry in a powder form. As granite powder (GP) is a fine
material, it will be easily carried away by the air and will
cause health problems and environmental pollution. The
major effects of air pollution are lung diseases and inhaling
problems with the majority of people living in and around
being affected the worst. Lalit Gamashta et.al., [1] developed
the concrete strength by using masonry waste material in
concrete mix in construction to minimize the environmental
damages due to quarrying. It is highly desirable that the waste
materials of concrete and bricks are further reutilized after the
demolition of old structures in an effective manner especially
realizing that it will help in reducing the environmental
damages caused by excessive reckless quarrying for earth
materials and stones. Secondly, this will reduce pressure on
finding new dumping ground for these wastes. M.L.V. Prasad
et.al., [2] had studied mechanical properties of fiber reinforced
concretes produced from building demolished waste and
observed that target mean strength had been achieved in 100%
recycled concrete aggregate replacement. M. Mageswari et.al.,
[3] using the combination of waste Sheet Glass Powder (SGP)
as fine aggregate and Portland cement with 20% optimum
replacement of fly ash as cementations binder offers an
economically viable technology for high value utilization of
industrial waste. Using of SGP in concrete is an interesting
possibility for economy on waste disposal sites and
conservation of natural resources. Natural sand was partially
replaced (10%, 20%, 30%, 40% and 50%) with SGP and 20%
optimum replacement of fly ash in Portland cement.
Compressive strength, Tensile strength (cubes and cylinders)
and Flexural strength up to 180 days of age were compared
with those of concrete made with natural fine aggregates.
Fineness modulus, Specific gravity, Moisture content, Water
absorption, Bulk density, Percentage of voids, Percentage of
porosity (loose and compact) state for sand and SGP were also
studied. The test results indicate that it is possible to
manufacture low cost concrete containing SGP with
characteristics similar to those of natural sand aggregate
concrete provided that the percentage of SGP as fine
aggregate up to 30% along with fly ash 20% optimum in
cement replacement can be used respectively. Amitkumar D.
Raval et.al., [4] explained the compressive strength by
replacing cement with ceramic waste and utilizing the same in
construction industry. Dr. G. Vijayakumar et.al., [5] had
found that use of glass powder as partial replacement to
cement was effective. Ankit Nileshchandra Patel et.al., [6]
examined the possibility of using stone waste as replacement
of Pozzolana Portland Cement in the range of 5%, 10%, 30%,
40% and 50% by weight of M 25 grade concrete. They
reported that stone waste of marginal quantity as partial
replacement to the cement had beneficial effect on the
mechanical properties such as compressive strength values for
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International Journal of Applied Engineering Research ISSN 0973-4562 Volume 11, Number 21 (2016) pp. 10501-10515
© Research India Publications. http://www.ripublication.com
7, 14, 28 days were less than the ppc cement. Venkata Sairam
Kumar et.al., [7] investigated the effect of using quarry dust as
a possible substitute for cement in concrete. Partial
replacement of cement with varying percentage of quarry dust
(0%, to 40%) by weight of M 20, M 30 and M 40 grade of
concrete cubes were made for conducting compressive
strength. From the experimental studies 25% partial
replacement of cement with quarry dust showed improvement
in hardened of concrete. Prof. Vishal S. Ghutke1 et.al., [8]
examined the usage of silica fume as a partial replacement of
cement in concrete. It is suitable for concrete mix and
improves the properties of concrete i.e., compressive strength
etc. The objectives of various properties of concrete using
silica fume have been evaluated. Further to determine the
optimum replacement percentage comparison between the
regular concrete and concrete containing silica fume is done.It
has been seen that when cement is replaced by silica fume
compressive strength increases up to certain percentage (10%
replacement of cement by silica fume). But higher
replacement of cement by silica fume gives lower strength.
The effect of silica fume on various other properties of
Concrete has also been evaluated. Dilip Kumar Singha Roy
et.al., [9] investigate the strength parameters of concrete made
with partial replacement of cement by Silica Fume. Very little
or no work has been carried out using silica fume as a
replacement of cement. Moreover, no such attempt has been
made in substituting silica fume with cement for low/medium
grade concretes (viz. M 20, M 25). Properties of hardened
concrete via Ultimate Compressive strength, Flexural
strength, Splitting Tensile strength has been determined for
different mix combinations of materials and these values are
compared with the corresponding values of conventional
concrete. It has been found that utilization of recycled waste
water in concrete construction have lately gained worldwide
consideration and attention, Mohamed Elchalakani et.al.,
[10]explained about sustainable concrete by using recycled
waste water from construction and demolition waste.
Mohammad Mustafa Al Bakri et al., [11] conducted a review
on fly ash-based Geo-polymer concrete without cement and
found that the compressive strength increased with the
increasing fly ash fineness and thus reducing the porosity.
Also, the fly ash based geo-polymer provided better resistance
against aggressive environment and elevated temperature
compared to normal concrete. Baboo Rai et al., [12] studied
the influence of the marble powder/granules in concrete mix
and found an increase in the workability and compressive
strength with an increase in the content of waste marble
powder/granules. M.Jamshidi et al., [13] studied the effect of
application of sewage dry sludge in concrete mix. G. Bumanis
et al., [14] displayed concrete sawing waste recycling as
micro-filler in concrete production. Kamel K. Alzboon and
Khalid N. Mahasneh., [15] studied the effect of using stone
cutting waste on the compression strength and slump
characteristics of concrete and showed that the sludge
generated from the stone cutting processes can be regarded as
a source of water used in concrete mixes.
EXPERIMENTAL INVESTIGATION
Cement: Ordinary Portland cement is used. Specific Gravity
is 3.15 Standard
Consistency - 32% Fineness - 2 %.
Granite Waste:
A. Manufacturing Process :
Figure 1: Granite Slabs at Factory
Water is showered on blades while stone blocks are cut into
sheets of varying thickness to cool the blades and absorbs the
dust produced during the cutting operation. The amount of
waste water from this operation is very large. During the
processing of granite, that takes place in Amman city, the raw
stone block is cut as demanded either into tiles or slabs of
various thicknesses(usually 2 or 4cm), using diamond blades,
see Fig.(1). It is not recycled as the water so highly alkaline
that, if re-used, it can dim the slabs to be polished. In large
factories, where the blocks are cut into slabs, the cooling
water is stored in pits until the suspended particles settle
(sedimentation tanks), then the slurry is collected in trucks
and disposed of on the ground and left to dry. This water
carries large amounts of stone powder. Eventually, the sludge
dries in the sun and its particles become airborne. This causes
air pollution problems for the surrounding area. Another solid
waste generated by the granite units is the cutting waste which
results granite waste from cutting slabs into the required
dimensions. After the stone has been cut to the specific
dimensions, the slabs are finished either by polishing or
texturing, as requested. The polishing operation is fully
automated with the use of powdered abrasives that keep on
scrubbing the surface of the granite until it becomes smooth
and shiny.
B. Waste Quantification Materials :
Actual figures about the quantity of waste produced in Jordan
from the granite industry are inaccessible since it is not
calculated or monitored by the government or any other party.
However, the waste generated in the processing stage can be
as low as 39% in 300mm×20mm ×10mm free length floor tile
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production and as high as 53% in 305 ×305 × 10mm tile
production per 1 m3. In other words, as the thickness of the
product increases, the portion of waste is reduced. The form
of slurry, as for each marble or granite slab of
20mmproduced; 5 mm is crushed into powder during the
cutting process. This powder flows along with water forming
granite slurry.
C. Environmental Impact :
Granite industry is one of the most environmentally
unfriendly industries. Cutting the stones produces heat, slurry,
rock fragments, and dust. The weathering of the worn steel
grit and blades used in processing granite transfer some
quantities of toxic metals like Chromium. This endangers the
quality of surface and ground waters nearby. During the
cutting process, chemical compounds release no gases that
contribute to global warming and climate changes as water
can be used in the cutting process to capture dust. The fine
particles can cause more pollution than other forms of marble
waste unless stored properly in sedimentation tanks, and
further utilized. The fine particles can be easily dispersed after
losing humidity, under some atmospheric conditions, such as
wind and rain. The white dust particles usually contain
CaCO3 and thus can cause visual pollution. Clay and soils
have a high cation exchange capacity and can absorb high
proportion of heavy metals and cations, such as Ca, Mg, K
and Na; yet soils are not as effective as marble and granite
fine particles in holding pollutants like Cl. The particle size of
the slurry is less than80 μm ; it is later consolidated as a result
of accumulation. The waste in the water does not completely
sink to the ground, and much of it remains on the surface. As
the water on the surface evaporates, the liquid wastes solidify.
Meanwhile, relatively wet granite waste, which is subjected to
rain and snow, will carried with seepage down into the ground
over time. The wastes are dumped on the roads and the
adjacent land and the dust is airborne by the wind and scrap is
scattered. The marble slurry could lead in the long run to
water clogging of the soil, to increasing soil alkalinity, and to
disruption of photosynthesis and transpiration. The net effect
is a reduction of soil fertility and plant productivity. The
interdependence of the parts of the ecosystem does not seem
to be greatly emphasized in environmental public policy. It
should also be realized that animal health, like human health,
can be adversely impacted by inferior environment quality,
see Fig.(2-a and 2-b).While the quantity of iron powder has no
big environmental effect on air. It is used for strength
comparison purposes with granite powder.
Figure 2a: Wastes of the granite under sized masses
Figure 2b: Granite powder waste discharge near populated
areas
Figure 3: Granite Powder Waste
The specific gravity of granite waste was 2.53 and fineness
modulus was 2.43, Fig.(3) shows Granite Powder Waste to be
used in concrete mix preparation.
Fine Aggregate
Sand passed through 4.75mm sieve was used in this research.
The sand specific gravity was 2.65, where as its fineness
modulus was 2.3.
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© Research India Publications. http://www.ripublication.com
Coarse (Gravel) and Medium Aggregates
Crushed angular coarse aggregate of 20 mm and medium
aggregate of 10 mm size were used. The aggregate was also
tested for specific gravity and it was ranged between 2.72.
Fineness modulus was 4.20. Sieve analysis was carried out for
granite powder and compared with sand, and coarse ( gravel)
aggregate and the results are presented in Fig.(4).
analysis was performed using sieve analysis, see Fig. (6)
below. This concrete has a slump value equal to 50mm, a
compaction factor of 0.95, see Fig.(8)
Figure 4: Sieve Analysis of GP -1, Sand-2, and Gravel-3
Figure 6: Sieve Analysis of iron powder (IP)
Water
Locally available potable water, which was free from
concentrated of acid and organic substances, was used for
mixing the concrete.
Plasticizer
Purpose of Plasticizer: To improve the workability of
concrete 0.5% Super plasticizer was added to improve the
workability of concrete, mortar or grout. Flowing concrete is
also referred as self compacting concrete. This concrete has a
slump value equal to 80mm, a compaction factor of 0.95, see
Fig.(5). Plasticizing admixtures are added to a concrete
mixture to make plastic concrete extremely workable without
additional water and corresponding loss of strength which
makes it ideal for use in ready mixed concrete where
workability is an important factor especially in places of
congested reinforcement like beam column junction.
Figure 7: : Iron Powder Waste
Figure 7: Shows Iron Powder Waste to be used in concrete
mix preparation
Figure 5: Slump Test of concrete with granite powder
Iron Powder (I.P)
The Iron Waste turnings used in the experiments were Figure 8: : Slump Test of concrete with iron waste powder collected
from small Lathe factories at Amman area. Particle
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Preparation of Test Specimens
Test Specimens Preparation for (GP ) and (IP) :
For the granite powder waste which collected from polishing
units was dried, and the quantities of various ingredients were
weighed. Initially cement and granite powder were mixed
thoroughly. Further sand and coarse aggregate were added to
the mix. Once all the materials were mixed well, 0.5% of
super plasticizer was added to water and water containing
super plasticizer was added to the dry mix to form concrete.
Concrete cubes of size 150×150×150 mm and cylinders of
size150 mm x 300 mm cylinder specimens and beams of size
100x100x500 mm were casted. At each interval, concrete was
compacted giving 25 blows by a compaction rod.
At the end of the third interval, cubes and beams were
vibrated for 1-2 minutes on a vibrating machine and then the
top surface of the cube was finished using a trowel. After that,
the moulds were left for drying for 24 hours. The cubes,
cylinders and beams were removed from the moulds and were
cured in water tanks for curing for 28 days. For both the
(GPW) mix and (IW), the quantities of cement, coarse
aggregate and water were kept constant while the proportion
of sand was gradually decreased with increasing proportion of
(GPW) and (IW). The (GPW) and the (IW) were added at an
interval of 0%, 5%, 10%, 15%,and 20% of sand for
compressive, split tensile strength and flexural testing
separately in this research. Tables (1) and (2) show Mix
design values for different proportion mix of normal (control)
concrete, (GPW) and (IW) concrete, while Tables (3) and (4)
show Sample’s chemical analysis of (GPW) and (IW).
Table 1: Mix design values for different proportion mix of (GP ) (in Kg)
% Addition Cement Sand
(F. A.)
0
10
15.08
(c. concrete)
5
10
14.33
10
10
13.60
15
10
12.80
20
10
Coarse +Med. Agg. Water GPW Mix Proportion
C : W : Fa : Ca : GPW
30.50
4
0.00
1 : 0.4 : 1.508 : 3.05 : 0.000
30.50
30.50
30.50
4
4
4
0.75
1.50
2.25
1 : 0.4 : 1.433 : 3.05 : 0.075
1 : 0.4 : 1.360 : 3.05 : 0.150
1 : 0.4 : 1.280 : 3.05 : 0.225
12.00 30.50
4
3.05
1 : 0.4 : 1.200 : 3.05 : 0.305
C-Cement; W-Water; Fa-Fine aggregate; Ca-Coarse aggregate; GPW- Granite Powder Waste;
Table 2: Mix design values for different proportion mix of (I.P) (in Kg)
% Addition Cement Sand
(F. A.)
0
10
15.08
(c. concrete)
5
10
14.32
10
10
13.58
15
20
10
10
Coarse +Med. Agg. Water I.W Mix Proportion
C : W : Fa : Ca : I.W
30.52
4
0
1 : 0.4 : 1.508 : 3.052 : 0.000
30.52
30.52
4
4
0.76 1 : 0.4 : 1.432 : 3.052 : 0.076
1.52 1 : 0.4 : 1.358 : 3.052 : 0.152
12.82 30.52
12.07 30.52
4
4
2.26 1 : 0.4 : 1.282 : 3.052 : 0.226
3.02 1 : 0.4 : 1.207 : 3.052 : 0.302
C-Cement; W-Water; Fa-Fine aggregate; Ca-Coarse aggregate; I.W- Iron Waste;
Table 3: Sample’s chemical analysis of (GP )
Main constituents SiO2 TiO2 Al2O3 Fe2O3 MnO MgO CaO Na2O K2O P2O5 SO3 Ci
Wt, %
59.58 0.37 13.01 9.77
LOI
0.17 0.29 3.8 5.92 4.76 0.07 0.33 0.09 1.56
Table 4: Sample’s chemical analysis of (I P)
Main
constituents
Wt, %
SiO2
TiO2
Al2O3
Fe2O3
MnO MgO
CaO
Na2O
K2O
P2O5
SO3
Ni
Cu
69.0
0.1
3.01
19.0
0.2
0.10
0.06
0.04
0.04
0.08
0.002
0.003
0.16
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© Research India Publications. http://www.ripublication.com
Testing of Concrete Cubes, Cylinders and Beams :
Compressive, split tensile and flexural tests were conducted
on concrete cubes, cylinders and beams at 7th and 28th day
from the day of casting. The compressive test was conducted
under 2000 kN compressive testing machine. Out of the total
40 cubes casted, 20 were tested on 7th day and other 20 were
casted on the 28th day. Flexural test and splitting tensile test
were conducted under 1000 kN compressive machines, Figs.
(9), (10) and (11). Out of 20 beams casted, 10 were tested on
7th day and remaining on 28th day, also out of 20 cylinders
casted, 10 were tested on 7th day and the remaining on 28th
day. The test results of the cubes, cylinders and beams
concrete added with GPW and IW were compared to the test
results of the controlled normal grade concrete specimen.
Figure 11: Split tensile apparatus (Split test)
TEST RESULTS
Compressive Strength
Out of many test applied to the concrete, this is the utmost
important which gives an idea about all the characteristics of
concrete. By this single test one judge that whether
Concreting has been done properly or not. For our works
cubical moulds of size 15 cm x 15cm x 15 cm are used, as see
in Fig. (12).
Figure 9: Compressive Testing Machine
Figure 12: Concrete cubes-control concrete
A. FOR ( :
The determination of compressive strength is essential to
estimate the load at which the concrete members may crack,
so the compressive strength of concrete can be calculated
using the direct compressive strength formula :
(σc ) = P/ A in (MPa)
where P is a compressive force in (kN), A- area of cross
section of concrete cube in (mm).
Figure 10: Flexural Testing machine
In the present investigation granite waste has been used as
replacement of sand up to a maximum of 20%. Considering the
control concrete grade with zero percentage of GPW admixtures
the compressive strength is 35.8 N/mm2 m,. When 5% GPW
replacement is used, the compressive strength is 47.06N/mm2 and
increase in strength is 31.4N/mm2. Considering 10%
replacement, the compressive strength is
48.9N/mm2
36.59N/mm2.
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and there is an increase in the strength With
15% replacement, the compressive
International Journal of Applied Engineering Research ISSN 0973-4562 Volume 11, Number 21 (2016) pp. 10501-10515
© Research India Publications. http://www.ripublication.com
strength is 42.9N/mm2 and there is an increase in strength
19.83N/mm2. With 20 % replacement, the compressive
strength is 38.7N/mm2 and there is a little increase in the
strength. However, 10% can be taken as optimum dosage
which can be mixed in cement concrete for giving optimum
possible compressive strength at any stage.
Sample. %Replacement Compressive
No
of sand
strength
with granite
(N/mm2)
powder
Age 7 days
The value of compressive strengths of cubes made with
different percent replacement of granite powder to sand is
presented in Table (5) and Fig. (13).
1
Compressive
strength
(N/mm2)
Age 28 days
% increase
in strength
Age 28 days
-
0
25.06
35.8
2
5
32.94
47.06
31.4
3
4
10
15
34.23
30.03
48.9
42.9
36.59
19.83
5
20
27.09
38.7
8.1
Table 5: Compressive strengths of cubes with different
proportions of (GPW)
48.9
34.23
Figure 13: Compressive strengths of cubes with different proportions of (GPW)
B. FOR (IP) :
Iron waste also has been used as replacement of sand up to a
maximum of 20%. Considering the control grade with zero
percentage of I.W, the compressive strength is 35.8 N/mm2.
When 5% replacement is used, the compressive strength is
40.5N/mm2 and increase in strength is 13.12 N/mm2.
Considering 10% replacement, the compressive strength is
42.6N/mm2 and there is an increase in the strength 19N/mm2.
With 15% replacement, the compressive strength is
47.5N/mm2 and there is an increase in strength 32.68N/mm2.
With 20 % replacement, the compressive strength is
47.7N/mm2 and there is an increase in strength 33.24N/mm2.
However, 20% can be taken as optimum dosage which can be
mixed in cement concrete for giving optimum possible
compressive strength at any stage.
The value of compressive strengths of cubes made with
different percent replacement of iron waste to sand is
presented in Table (6) and Fig.(14) below.
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Table 6: Compressive strengths of cubes with different
proportions of (I.W)
%Replacement Compressive Compressive % increase
S.
of
strength
strength
in strength
No sand with iron (N/mm2)
(N/mm2) Age 28 days
waste
Age 7 days Age 28 days
1
0
25.06
35.8
2
5
28.35
40.5
13.12
3
4
10
15
29.82
33.25
42.6
47.5
19.00
32.68
5
20
33.39
47.7
33.24
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© Research India Publications. http://www.ripublication.com
compressiv
e
s
t
r
e
n
g
t
h
Mpa
60
47.7
50
30
40
compressive
33.39
10
days
strength 7
days
comprissive
strength 28
20
0
0
5
10
15
20
% Replacment of sand with iron waste
25
Figure 14: Compressive strengths of cubes with different proportions of (I.W)
Flexural Strength Of Concrete:
A. FOR ( GPW) :
The determination of flexural strength is essential to estimate
the load at which the concrete members may crack. The
flexural strength at failure is the modulus of rupture. The
modulus of rupture is determined by testing standard test
specimens of size 100 X 100 X 500 mm over a span of L=
400 mm under two point loading.
Figure 15: Flexure Test of concrete beam under two point
loading
Bending Tensile Stress or Flexural Strength : (σ bt ) = My / I
(in general)
(σbt ) = 2PLbd2 when a ≥ 400/3 mm.
and : (σbt ) = bd3Pa2 when 400/3
≥ a ≥ 110 mm.
Where P is load, L length, b breadth and d is depth of
concrete block tested.
The results of flexural strength obtained on different
percentage substitutions of granite powder with sand are
presented in Table (7) and Fig. (16). On mediation of the
results, it can be observed that at 10% partial substitution, a
maximum of 4.62 N/mm2 flexural strength was obtained.
Table 7 : Flexural strength of granite powder (GPW) values for different propositions
Sample. No
1
2
3
4
5
% granite
powder
0
5
10
15
20
Flexural Strength
(N/mm2)-Age 7 days
2.26
2.53
3.23
2.30
2.27
10508
Flexural Strength
(N/mm2)-Age 28 days
3.23
3.61
4.62
3.49
3.24
International Journal of Applied Engineering Research ISSN 0973-4562 Volume 11, Number 21 (2016) pp. 10501-10515
© Research India Publications. http://www.ripublication.com
3.23
Figure 16: Flexural strength of granite powder (GP ) values for different propositions
B. FOR ( IP) :
The flexural strength at failure is the modulus of rupture (as
mentioned for GP concrete beam). In the present investigation
the increasing nature of the curve shows that increasing
replacement has direct relationship with flexural strength.
This can be attributed to the high flexural strength of (I.P) as
compared to sand as seen in Table (8) and Fig.(17).
Table 8: Flexural strength of iron waste (I.P) values for different propositions
Sample. No
%age granite
powder
1
2
3
4
5
0
5
10
15
20
Flexural
Strength (N/mm2)
Age 7 days
2.35
2.74
3.00
3.23
3.41
Flexural
Strength (N/mm2)
Age 28 days
3.36
3.91
4.29
4.61
4.87
4.87
3.41
Figure 17: Flexural strength of iron waste (I.P) values for different propositions
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Split Tensile Strength :
A. FOR ( GP ) :
The tensile strength of concrete is a very important parameter
in the design of civil engineering structures. In order to
determine the tensile strength of concrete for existing
structures, experiments are necessary. Because of the complex
nature of uniaxial tension tests, usually splitting tension tests
are carried out on cylindrical specimens or cores, see Fig. (17)
below.
28 days. When 5% replacement is used, the tensile strength is
2.71N/mm2 and increase in strength is 3.0%. Considering
10% replacement, the tensile strength is 3.0N/mm2 and there
is an increase in the strength 14.50%. With 15% replacement,
the compressive strength is 3.39N/mm2 and there is an
increase in strength 29.4%. With 20 % replacement, the
compressive strength is 1.98 N/mm2 and there is a decrease in
the strength 24.4%. However, 15% can be taken as optimum
dosage which can be mixed in cement concrete for giving
optimum possible compressive strength at any stage. The
value of tensile strengths of cylinders made with different
percent replacement of granite powder for sand is presented in
Table (9) and Fig. (19) below.
Table 9 : Split Tensile strength of cylinders with different
proportions of (GPW)
Figure 18: Splitting tension test
The determination of split tensile strength is essential to
estimate the load at which the concrete members may crack.
The splitting tensile strength of cylinder (150x300) at failure
(fst ) is calculated by the formula : fst = 2 P/
Where ; D = 1500 mm- cylinder diameter, L= 300 mmcylinder height, P- compression load.
Sample.No %Replacement
of sand
with
granite
powder
Split Tensile
strength
(N/mm2)
Age 7 days
Split
%
Tensile
increase
strength
in
(N/mm2) strength
Age
28 Age 28
days
days
1
2
3
0
5
10
1.83
1.90
2.10
2.62
2.71
3.00
3.44
14.5
4
5
15
20
2.37
1.39
3.39
1.98
29.4
-24.4
Considering the control concrete grade with zero percentage
of GPW admixtures the tensile strength is 2.62 N/mm2 after
Figure 19: Split Tensile strength of cylinders with different proportions of (GPW)
B. FOR ( IP) :
In order to determine the tensile strength of concrete for (IP)
concrete, see Fig.(20). In the present investigation the
increasing nature of the curve shows that increasing
replacement has direct relationship with split tensile strength.
This can be attributed to the high tensile strength of (I.P) as
compared to sand as seen in Table (10) and Fig. (20).
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International Journal of Applied Engineering Research ISSN 0973-4562 Volume 11, Number 21 (2016) pp. 10501-10515
© Research India Publications. http://www.ripublication.com
Table 10 : Tensile strength of iron waste (I.P) values for different propositions
Sample. No %age granite Split Tensile
powder
Strength (N/mm2)
Age 7 days
1
0
1.95
2
5
2.1
3
10
2.12
4
15
2.2
Split Tensile
Strength (N/mm2)
Age 28 days
2.79
3.0
3.03
3.14
% increase
in strength
Age 28 days
7.5
8.6
12.5
5
3.21
15.1
20
2.25
Figure 20 : Tensile strength of iron waste (I.P) values for different propositions
DISCUSSIONS
A. Granite Powder Waste (GP ) : [see Fig.(13), Fig.(16)and
Fig.(19)] Based on the experimental investigation concerning
the compressive strength, and flexural strength of the
concrete, the following observations were made regarding the
resistance of partially replaced with granite powder :
1. Compressive strength increases with replacement of
granite wastes, at 10% and is comparable to normal
concrete (48.9 N/mm2).
2. Flexural strength also got increased at 10% of
replacement of sand and gave values of 3.23 N/mm2
and 4.62 N/mm2 at 7 and 28 days respectively.
3. Splitting tensile strength got increased at 10% of
replacement of sand and gave values of 2.10 N/mm2
and 3.0 N/mm2 at 7 and 28 days respectively. While
tensile strength got Max. increasing ( peak point ) at
15% of replacement of sand and gave values of 2.37
N/mm2 and 3.39 N/mm2 at 7 and 28 days
respectively.
4. Using granite waste in concrete mix proved to be
very useful to solve environmental problems and
produce green concrete. Therefore, it is
recommended to re-use these wastes in concrete to
move towards sustainable development in
5.
6.
construction industry. Thus Waste was utilized and
makes more environmental friendly.
Experimental work done in this project investigated
the effect of granite waste (as substitution of sand) on
the mechanical properties of green concrete
produced.
The granite powder was added with different
percentages due to its high fineness which provides
good cohesiveness of the mix.
B. Iron Powder Waste (I.P) : [see Fig.(14), Fig.(17) and
Fig.(21)]
The above discussed results show that the addition of iron
powder waste (IP) in the concrete mix has a positive impact
on the compressive strength and flexural strength of the
concrete.
The following observations were made regarding the
resistance of partially replaced with (IP):
1. The compressive strength and flexural strength of the
concrete mix with increasing the proportion of (IP)
has showed an increasing trend with age as compared
to that of controlled specimen for same volume of
cement, coarse aggregate and water-cement ratio.
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International Journal of Applied Engineering Research ISSN 0973-4562 Volume 11, Number 21 (2016) pp. 10501-10515
© Research India Publications. http://www.ripublication.com
2.
3.
4.
The mix with 20% addition has yielded 33.24%
increase at the 28th day, in comparison to the target
strength of control concrete mix (35.8 MPa)
In case of flexural strength, the mix with 20%
addition has yielded 45.10% increase at 7th day and
44.90% increase at 28th day.
Splitting tensile strength got increased at 10% of
replacement of sand and gave values of 2.12 N/mm2
and 3.03 N/mm2 at 7 and 28 days respectively. While
tensile strength got an increasing at 20% of
5.
replacement of sand and gave values of 2.25 N/mm2
and 3.21 N/mm2 at 7 and 28 days respectively ( has
yielded 15.30% increase at 7th day and 15.10%
increase at 28th day ).
It can be seen that the proposed addition has a
greater impact on flexural strength of concrete.
Thus, it can be concluded that (I.W) powder find a way of
reuse as building construction.
48.9
47.7
34.23
33.39
Figure 21: Compressive strength of (GP ) and (I.P) values for different propositions
Figure 22: Flexural strength of (GP ) and (I.P) values for different proposition
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International Journal of Applied Engineering Research ISSN 0973-4562 Volume 11, Number 21 (2016) pp. 10501-10515
© Research India Publications. http://www.ripublication.com
Figure 22: Split tensile strength of (GP ) and (I.P) values for different proposition
CONCLUSIONS
 Compressive Strength: [see Fig.(20)]

Granite Powder Waste:
1. Using 5% replacement of sand with granite powder
(GP ) caused an increase in compressive strength
about 31.4% compared with normal concrete at 28th
day.
2. Using 10% replacement of sand with granite powder
(GP ) caused an increase in compressive strength
about 36.59% compared with normal concrete at
28th day (Max. point- the peak point).
3. Using 15% replacement of sand with granite powder
(GP ) caused an increase in compressive strength about
19.38 % compared with normal concrete at 28th day, so
the curve started decreasing (drop down).
4. Using 20% replacement of sand with granite powder
(GP ) caused a small increase in compressive
strength about only 8.10 % compared with normal
concrete at 28th day, so the curve decreased sharply.
4.
So it can be concluded that, the compressive strength
increases in all ages, and it is proportional with increasing the
iron waste powder addition in concrete mix, because the iron
powder waste of small dosages works as a filler strong
material which can decrease the voids in concrete mix (form
an intensive material), and of bigger dosages of (IP), it works
as a high strength material in concrete mix that gives a more
and more strength to the concrete mix.


Flexural Strength: [see Fig.(21)]
Granite Powder Waste:
1.
So it can be concluded that, the compressive strength
increases up to 10% of granite waste powder addition in
concrete mix, because the granite powder waste of small
dosages works as a filler material which can decrease the
voids in concrete mix (form an intensive material) and to act
as a workability agent, after which it is considered as a fine
material without any bond characteristic and low strength.
2.
3.

 Iron powder :
1.
2.
3.
Using 5% replacement of sand with Iron powder (IP)
caused a little increase in compressive strength about
13.12% compared with normal concrete at 28th day.
Using 10% replacement of sand with Iron powder
(IP) caused a small increase in compressive strength
about 19% compared with normal concrete at 28th
day.
Using 15% replacement of sand with Iron powder
(IP) caused more increase in compressive strength
about 32.68 % compared with normal concrete at
28th day.
Using 20% replacement of sand with Iron powder
(IP) caused an increase in compressive strength
about only 33.24 % compared with normal concrete
at 28th day, so the curve will increase continuously.
4.
Using 5% replacement of sand with granite powder
(GP ) caused an increase in flexural strength about
11.76% compared with normal concrete at 28th day.
Using 10% replacement of sand with granite powder
(GP ) caused an increase in flexural strength about
43% compared with normal concrete at 28th day
(Max. point- the peak point).
Using 15% replacement of sand with granite powder
(GP ) caused an increase in flexural strength about
8.04 % compared with normal concrete at 28th day,
so the curve started decreasing (drop down).
Using 20% replacement of sand with granite powder
(GP ) caused an increase in flexural strength about
only 0.3 % compared with normal concrete at 28th
day, so the curve decreased sharply.
So it can be concluded that, the flexural strength increases up
to 10% of granite waste powder addition in concrete mix,
after which the strength will drop down.
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International Journal of Applied Engineering Research ISSN 0973-4562 Volume 11, Number 21 (2016) pp. 10501-10515
© Research India Publications. http://www.ripublication.com



1.
1.
2.
3.
Iron powder Waste:
Using 5% replacement of sand with Iron powder (IP)
caused a little increase in flexural strength about
16.37% compared with normal concrete at 28th day.
Using 10% replacement of sand with Iron powder
(IP) caused a small increase in flexural strength about
27.67% compared with normal concrete at 28th day.
Using 15% replacement of sand with Iron powder
(IP) caused more increase in flexural strength about
37.20 % compared with normal concrete at 28th day.
Using 20% replacement of sand with Iron powder
(IP) caused an increase in flexural strength about
only 44.90 % compared with normal concrete at 28th
day, so the curve will increase continuously.
So it can be concluded that, the flexural strength increases in
all ages with increasing the iron waste powder addition in
concrete mix as mentioned above..
 Split Tensile Strength: [see Fig.(22)]

Granite Powder Waste:
1. Using 5% replacement of sand with granite powder
(GP ) caused an increase in flexural strength about
3.44% compared with normal concrete at 28th day.
2. Using 10% replacement of sand with granite powder
(GP ) caused an increase in flexural strength about
14.5% compared with normal concrete at 28th day
3. Using 15% replacement of sand with granite powder
(GP ) caused an increase in flexural strength about
29.4 % compared with normal concrete at 28th day,
so the curve max. increasing (Max. point- the peak
point).
4. Using 20% replacement of sand with granite powder
(GP ) caused decrease in flexural strength about 24.4
% compared with normal control concrete at 28th
day, so the curve decreased sharply.
So it can be concluded that, the flexural strength increases up
to 15% of granite waste powder addition in concrete mix,
after which the strength will drop down.

 Iron powder :
2.
1.
2.
3.
Using 5% replacement of sand with Iron powder (IP)
caused a little increase in flexural strength about
7.5% compared with normal concrete at 28th day.
Using 10% replacement of sand with Iron powder
(IP) caused a small increase in flexural strength about
8.6% compared with normal concrete at 28th day.
Using 15% replacement of sand with Iron powder
(IP) caused more increase in flexural strength about
12.50 % compared with normal concrete at 28th day.
Using 20% replacement of sand with Iron powder
(IP) caused an increase in flexural strength about
only 15.10 % compared with normal concrete at 28th
day, so the curve will increase continuously.
So it can be concluded that, the flexural strength increases in
all ages with increasing the iron waste powder addition in
concrete mix as mentioned above.
AKNOWLEDGEMENT
The author thanks Zarqa University for providing necessary
facilities in completing this scientific research .
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© Research India Publications. http://www.ripublication.com
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