Comparison between Concrete with Granite Powder … while Concrete with Iron Powder (IP) consists of Portland cement, coarse aggregate and IP as a partial replacement of sand. Polishing

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/mm

2 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/mm

2 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

10501


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

10502


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.

10503


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).

Figure 4: Sieve Analysis of GP -1, Sand-2, and Gravel-3

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.

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 6: Sieve Analysis of iron powder (IP)

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

10504


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 Coarse +Med. Agg. Water GPW Mix Proportion

(F. A.) C : W : Fa : Ca : GPW

0 10 15.08 30.50 4 0.00 1 : 0.4 : 1.508 : 3.05 : 0.000

(c. concrete)

5 10 14.33 30.50 4 0.75 1 : 0.4 : 1.433 : 3.05 : 0.075

10 10 13.60 30.50 4 1.50 1 : 0.4 : 1.360 : 3.05 : 0.150

15 10 12.80 30.50 4 2.25 1 : 0.4 : 1.280 : 3.05 : 0.225

20 10 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 Coarse +Med. Agg. Water I.W Mix Proportion

(F. A.) C : W : Fa : Ca : I.W

0 10 15.08 30.52 4 0 1 : 0.4 : 1.508 : 3.052 : 0.000

(c. concrete)

5 10 14.32 30.52 4 0.76 1 : 0.4 : 1.432 : 3.052 : 0.076

10 10 13.58 30.52 4 1.52 1 : 0.4 : 1.358 : 3.052 : 0.152

15 10 12.82 30.52 4 2.26 1 : 0.4 : 1.282 : 3.052 : 0.226

20 10 12.07 30.52 4 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 LOI

Wt, % 59.58 0.37 13.01 9.77 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 SiO2 TiO2 Al2O3 Fe2O3 MnO MgO CaO Na2O K2O P2O5 SO3 Ni Cu

constituents

Wt, % 69.0 0.1 3.01 19.0 0.2 0.16 0.10 0.06 0.04 0.04 0.08 0.002 0.003

10505


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 9: Compressive Testing Machine

Figure 10: Flexural Testing machine

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 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).

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 and there is an increase in the strength With

15% replacement, the compressive

10506

36.59N/mm2.

48.9N/mm2


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.

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).

Table 5: Compressive strengths of cubes with different proportions of (GPW)

Sample. %Replacement Compressive Compressive % increase No of sand strength strength in strength

with granite (N/mm2) (N/mm2) Age 28 days powder Age 7 days Age 28 days

1 0 25.06 35.8 -

2 5 32.94 47.06 31.4

3 10 34.23 48.9 36.59

4 15 30.03 42.9 19.83

5 20 27.09 38.7 8.1

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/mm

2.

Considering 10% replacement, the compressive strength is

42.6N/mm2 and there is an increase in the strength 19N/mm

2.

With 15% replacement, the compressive strength is

47.5N/mm2 and there is an increase in strength 32.68N/mm

2.

With 20 % replacement, the compressive strength is

47.7N/mm2 and there is an increase in strength 33.24N/mm

2.

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.

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 10 29.82 42.6 19.00

4 15 33.25 47.5 32.68

5 20 33.39 47.7 33.24

10507


60

Mp

a 50 47.7

30

compressive

s t r e n g t h

40

com

pres

siv

e

33.39

10 days

strength 7

20 days

comprissive

strength 28

0

0 5 10 15 20 25

% Replacment of sand with iron waste

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 : (σbt ) = 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 % granite Flexural Strength Flexural Strength

powder (N/mm2)-Age 7 days (N/mm2)-Age 28 days

1 0 2.26 3.23

2 5 2.53 3.61

3 10 3.23 4.62

4 15 2.30 3.49

5 20 2.27 3.24

10508


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 Flexural Flexural

powder Strength (N/mm2) Strength (N/mm2)

Age 7 days Age 28 days

1 0 2.35 3.36

2 5 2.74 3.91

3 10 3.00 4.29

4 15 3.23 4.61

5 20 3.41 4.87

4.87

3.41

Figure 17: Flexural strength of iron waste (I.P) values for different propositions

10509


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.

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 mm-cylinder height, P- compression load.

Considering the control concrete grade with zero percentage

of GPW admixtures the tensile strength is 2.62 N/mm2 after

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)

Sample.No %Replacement Split Tensile Split %

of sand strength Tensile increase

with granite (N/mm2) strength in

powder Age 7 days (N/mm2) strength

Age 28 Age 28 days days

1 0 1.83 2.62 -

2 5 1.90 2.71 3.44

3 10 2.10 3.00 14.5

4 15 2.37 3.39 29.4

5 20 1.39 1.98 -24.4

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).

10510


Table 10 : Tensile strength of iron waste (I.P) values for different propositions

Sample. No %age granite Split Tensile Split Tensile % increase

powder Strength (N/mm2) Strength (N/mm

2) in strength

Age 7 days Age 28 days Age 28 days

1 0 1.95 2.79 -

2 5 2.1 3.0 7.5

3 10 2.12 3.03 8.6

4 15 2.2 3.14 12.5

5 20 2.25 3.21 15.1

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


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/mm

2 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

construction industry. Thus Waste was utilized and makes more environmental friendly.

5. Experimental work done in this project investigated the effect of granite waste (as substitution of sand) on the mechanical properties of green concrete produced.

6. 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.

10511


2. 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)

3. 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. 4. Splitting tensile strength got increased at 10% of


and 3.03 N/mm2 at 7 and 28 days respectively. While

tensile strength got an increasing at 20% of


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 ).

5. 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

10512


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. 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. Iron powder :

1. 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. 2. 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.

3. Using 15% replacement of sand with Iron powder (IP) caused more increase in compressive strength

about 32.68 % compared with normal concrete at

28th


(IP) caused an increase in compressive strength about only 33.24 % compared with normal concrete

at 28th

day, so the curve will increase continuously.

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)]


(GP ) caused an increase in flexural strength about


day. 2. Using 10% replacement of sand with granite powder


43% compared with normal concrete at 28th

day

(Max. point- the peak point). 3. Using 15% replacement of sand with granite powder



day, so the curve started decreasing (drop down).

4. 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.

10513


Iron powder Waste:

1. Using 5% replacement of sand with Iron powder (IP) caused a little increase in flexural strength about



(IP) caused a small increase in flexural strength about


day.

2. Using 15% replacement of sand with Iron powder (IP) caused more increase in flexural strength about



(IP) caused an increase in flexural strength about



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)]




day. 2. Using 10% replacement of sand with granite powder



day 3. Using 15% replacement of sand with granite powder



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. Using 5% replacement of sand with Iron powder (IP) caused a little increase in flexural strength about


day.

1. Using 10% replacement of sand with Iron powder

(IP) caused a small increase in flexural strength about


day.

2. Using 15% replacement of sand with Iron powder (IP) caused more increase in flexural strength about



(IP) caused an increase in flexural strength about



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 . REFERENCES

[1] Lalit Gamashta and Swarna Gumashta, Reuse of

concrete and masonry waste materials in construction to minimize environmental damages due to

quarrying, J. of Environ. Res Develop. 1(1), 65-67,

(2006). [2] M.L.V. Prasad and P. Rathish Kumar, Mechanical

properties of fiber reinforced concretes produced from building demolish. waste, J. of Environ. Res.

Develop. 2(2),180-187, (2007). [3] M. Mageswari* and B. Vidivelli, Innovative

concrete using fly ash and waste sheet glass, J. of

Environ. Res. Develop. 4(2), 476-483, (2009). [4] Amit kumar D. Raval, Dr. Indrajit N. Patel, Prof.

Jayesh kumar Pitroda, Ceramic Waste: Effective

Replacement Of Cement For Establishing

Sustainable Concrete, Inter. J. Engineering Trends and Tech. (IJETT), 4(6), 2324-2329, (2013).

[5] Dr. G. Vijaya kumar, Ms H. Visha liny, Dr. D. Govin darajulu, Studies on Glass Powder as Partial

Replacement of Cement in Concrete Production,

Inter. J. of Emerging Tech. and Advan. Engineering, 3(2), 153-157, (2013).

[6] Ankit Nilesh chandra Patel, Jayesh kumar Pitroda, Stone Waste: Effective Replacement Of Cement For

Establishing Green Concrete, Inter. J. Innovative

Tech. and Exploring Engineering, 2(5), 24-27, (2013).

[7] Venkata Sairam Kumar N., Dr. B. Panduranga Rao, Krishna Sai M.L.N., Experimental study on partial replacement of Cement with quarry dust, Inter. J.

[8] Prof. Vishal S. Ghutke, Prof. Pranita S. Bhandari, Influence of silica fume on concrete, IOSR J. Mech. and Civil Engineering, 44-47, (2014).

[9] Dilip Kumar Singha Roy1, Amitava Sil, Effect of

Partial Replacement of Cement by Silica Fume on

Hardened Concrete, Inter. J. Emerging Tech. and Advanced Engineering, 2(8), 472-475, (2012).

[10] Mohamed Elchala kani, Elgaali Elgaali, Sustainable

concrete made of construction and demolition wastes using recycled waste.

[11] Mohd Mustafa Al Bakri, H. Mohammed, H. Kamar

udin, I. Khairul Niza and Y. Zarina., (2011), Review on fly ash-based geo polymer concrete without

Portland cement,Journal of engineering and

technology research, 3(1) pp 1-4. [12] Baboo Rai, Khan Naushad H, Abhishek Kr, Tabin

Rushad S, Duggal S.K., (2011), Influence of marble powder/granules in concrete mix, International

journal of civil and structural engineering, 1(4), pp

827-834. [13] M. Jam shidi, A. Jam shidi and N. Mehr dadi.,

(2012), Application of sewage dry sludge in concrete

10514


mixtures, Asian journal of civil engineering (building and housing), 13(3), pp 365-375.

[14] G.Bumanis, G.Shakhmenko, P.Kara, A.Korjakins.,

(2001), Concrete sawing waste recycling as microfiller in concrete production, Proceedings of the

8th International scientific and practical conference,

1. [15] Kamel K. Alzboon and Khalid N.Mahasneh., (2009),

Effect of using stone cutting waste on the compression strength and slump characteristics of

concrete, International journal of civil and

environmental engineering, 1(4), pp 168-173.

10515

Documents

Comparison between Concrete with Granite Powder … while Concrete with Iron Powder (IP) consists of Portland cement, coarse aggregate and IP as a partial replacement of sand. Polishing