An Experimental Investigation on Strengths Characteristics of Concrete with the Partial Replacement

IJSRD - International Journal for Scientific Research & Development| Vol. 2, Issue 07, 2014 | ISSN (online): 2321-0613

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 M 30 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 wastebased 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 75Îźm 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.

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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 (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

Setting time in minutes 2.

Initial setting time

130min.

Final setting time

195min.

3.

Soundness: By-Le Chatrlier

4.

Normal consistency

5.

Compressive Strength 28 days

0.5mm 29.7%

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)

4.7 5

Corre ction

Corre cted weigh t

Cumul ative wt retaine d

CumulaCumul tive ative percent % age wt. passin retained g

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 Cumulative % wt retained / agg 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

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361

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)

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

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

Fineness modulus of coarse agg

Cumulative % wt retained / 100

600

313

+5.63

318.6

592.47

59.247

40.753

Fineness modulus

512.40/100 = 5.12

300

340

+6.12

346.1

938.59

93.839

6.141

Specific gravity

2.72

150

60

+1.08

61.08

999.67

99.967

0.033

Water absorption

0.5%

Impact Value

11.76%

Bulk density

1440 kg/m3

Table 8: Sieve analysis of Stone Dust Fineness modulus of fine Cumulative % wt retained / agg 100

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 O

3

18.72

3

06.54

2

Fe O 2

CaO

04.83

MgO

2.56

Na O

Nil

KO

03.18

TiO

01.21

2

2

2

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

Fineness modulus

310.994/100=3.109

Specific gravity

2.67

Water absorption

1%

Silt or clay content

0.5%

Bulk density

1500 kg/m3

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

Wt retain ed (gm)

Correct ion

Correc ted weight

Cumula tive wt retained

Cumula tive % wt. retained

512.62kg

0.39 1 1.044 D. Mix proportion for one beam Water Cement Fine agg 8.225kg 2.83lts 7.65kg 0.37

I.S. Sieve size mm

491kg

1

1.075

1186 kg 2.415 Coarse agg 18.378kg 2.402

Cumula tive % passing

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362

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)

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

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 M3010: Grade Concrete Table Results of Slump Cone Test and Compaction Factor Test

Graph 1: Slump values for various Mixes of M 30 grade concrete

compaction factor

compaction factor

0.90, 0.89 0.89 0.88 0.87

5, 0.86

0.86

10, 0.854 15, 0.842

0.85 0.84

20, 0.822

0.83

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.

0.82 0.81 0

5

10

15

20

25

% of marble powder Graph 2: Compaction factor test for various Mixes of M 30 grade concrete

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363

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)

G. Reinforcement Details

3

10%

28days

27.66667

44.69

4

15%

28days

23.58333

36.769

5

20%

28days

20.5

35.061

Table 12: Split Tensile Strength of concrete using RMP

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

1

2

3

4

5

replacement of cement

by MP

0%

5%

10%

15%

20%

days of curing

Avg. Load (tested on 3 cubes)in tones

Compressive strength in N\mm2

7-days

62.91667

27.431

replacement of cement by MP

days of curing

Avg. Load (tested on 3 prisms)in tones

Flexural strength in N\mm2

1

0%

28days

1.191

4.674

2

5%

28days

1.304333

5.12

3

10%

28days

1.334

5.236

4

15%

28days

1.178667

4.627

5

20%

28days

1.067

4.189

Table 13: Flexural strength of concrete using RMP SI. NO

1

28days

88

38.368

7-days

64.58333

28.158

28days

94.25

41.093

7-days

69.83333

30.447

28days

102.5

44.69

7-days

57.58333

25.106

28days

84.41667

36.769

7-days

53.83333

23.471

28days

SI. NO

80.41667

35.061

2

3

replacement of cement by MP

10% SD-0% MP 10% SD-10% MP 10% SD-20% MP

SI.NO

1 2

days of curing

Avg. Load (tested on 3 cylinder)in tones

split tensile strength in N\mm2

0%

28days

22.25

38.368

5%

28days

SI. NO

1

replacement of cement by MP

20% SD0% MP

2

20% SD-10% MP

3

20% SD-20% MP

41.093

Com strength in N\mm2

7-days

55.75

24.307

28-days

82.58333

36.006

7-days

62.66667

27.413

28-days

92.25

40.221

7-days

57.16667

24.924

28-days

75.5

37.278

days of curing

Avg. Load (tested on 3 cubes)in tones

Compressive strength in N\mm2

7-days

63.83333

27.837

28days

93

40.548

7-days

66.75

29.103

28days

98.16667

42.8

7-days

59.75

26.051

28days

88.5

38.583

Table 15: Compressive strength of Concrete SI.

24.25

Avg. Load (tested on 3 cubes)in tones

Table 14: Compressive strength of Concrete

Table 11: Compressive strength of concrete using RMP replacement of cement by MP

days of curing

NO

replacement of cement by MP

days of curing

Avg. Load (tested on 3 cubes)in tones

Compressive strength in N\mm2

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364

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)

1

30% SD-0% MP

2

30% SD-10% MP

3

30% SD-20% MP

7-days

60.08333

26.196

28days

90.5

39.276

7-days

63.91667

27.867

28days

94.16667

41.056

7-days

22.58333

9.846

28days

78.33333

34.153

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 Load (KN)

Table 16: Compressive strength of Concrete Beam 01

Beam 02

Load Deflection Load Deflection (KN) (mm) (KN) (mm) 0

0

0

0

20 40

0.9 1.1

20 40

0.85 1.1

60 80

1.3 1.5

60 80

1.4 1.7

100 126*

1.8 1.9

100 128*

1.9 2.1

140 160 170**

2.3 2.6 2.8

140 2.3 160 2.6 170** 2.9

Beam 01

Deflection Load Deflection (mm) (KN) (mm)

0

0

20 40

0.8 1.0

60 80

1.1 1.3

100 127*

1.6 1.9

0

0

20 0 40.7 1 60.0 1 80.3 1 100.5 1

.8 2 130* 140 2.1 140.0 2 160 2.4 160.3 2 .6 2 172** 2.7 173** .85 Table 18: Load deflection characteristics of RCC

beam with RMP MIX 2(M30 grade) Beam 01 Load (KN)

0 20 40 60 80 100

Beam 02 Deflection (mm)

0 0.8 1.0 1.2 1.4 1.7

Load (KN)

0 20 40 60 80 100

Deflection (mm)

0 0.9 1.1 1.4 1.7 1.8

Load (KN)

Beam 02

Deflection (mm)

Load Deflection (KN) (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 Table 21: Load deflection characteristics of RCC beam with RMP MIX 5 (M30 grade) COMPRESSIVE STRENGTH IN N\mm2

Load (KN)

Beam 02

Load Deflection (KN) (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 Table 20: Load deflection characteristics of RCC beam with RMP MIX 4 (M30 grade) *first crack load **ultimate crack load

Table 17: Load deflection characteristics of RCC beam conventional concrete Mix 1 (M30 grade) Beam 01

Beam 02

Deflection (mm)

50 40 30

38.368

41.093

44.69 36.769 35.061

27.431 28.158

30.447 25.106 23.471

20

7 DAYS 28 DAYS

10 0 0

5

10

15

20

% OF MARBLE POWDER

Fig. 1: Comparison and Effect of curing on compressive strength at 28 days

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365

SPLIT-TENSILE STRENGTH IN N\mm2

5

3.839

4

3.086

3.27

3.365

2.841

3 2 28 DAYS 1 0 0

5

10

15

20

% OF MARBLE POWDER

6 5 4 3 2 1 0

4.674

5.12

45 40 35 30 25 20 15 10 5 0

41.056

39.276

34.153 27.867

26.196

7 DAYS 9.846

30%(SD)0%(MP)

5.236

30%(SD)10%(MP)

28 DAYS

30%(SD)30%(MP)

REPLACEMENT OF STONE DUST AND MARBLE POWDER

4.627 4.189

Fig. 6: Compressive strength of Concrete at 7 and 28 days @ 30% 28 DAYS

180 160 140

0

5

10

15

Load in KN

FLEXURE STRENGTH IN N\mm2

Fig. 2: split tensile strength at 28 days

COMPRESSIVE STRENGTH IN N\mm2

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)

20

% OF MARBLE POWDER

Fig. 3: flexural strength at 28 days

120 100 80 60

36.006 24.307

40.221

20

37.278

0

27.413

0

24.924

0.5

1

7 DAYS 28 DAYS

1.5

2

2.5

3

Deflection in mm

Graph 3: Load V/s deflection curve for CVC RCC beam of Mix 1 200

10%(SD)0%(MP)

10%(SD)10%(MP)

10%(SD)30%(MP)

180 160

REPLACEMENT OF STONE DUST AND MARBLE POWDER

Load in KN

COMPRESSIVE STRENGTH IN N\mm2

40 45 40 35 30 25 20 15 10 5 0

Fig. 4: Compressive strength of Concrete at 7 and 28 days @ 10%

140 120 100 80 60 40 20

40.837 27.837

42.8

0

38.583

0.5

1

1.5

2

2.5

3

Deflection in mm

29.103 26.051

7 DAYS 28 DAYS

Graph 4: Load V/s deflection curve for RMP RCC beam of Mix 2 200 180 160

20%(SD)0%(MP)

20%(SD)10%(MP)

20%(SD)30%(MP)

REPLACEMENT OF STONE DUST AND MARBLE POWDER

Fig. 5: Compressive strength of Concrete at 7 and 28 days @ 20%

Load in KN

COMPRESSIVE STRENGTH IN N\mm2

0 45 40 35 30 25 20 15 10 5 0

140 120 100 80 60 40 20 0 0

0.5

1

1.5

2

2.5

3

Deflection in mm

Graph 5: Load V/s deflection curve for RMP RCC beam of Mix 3

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366

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)

(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.

180 160

Load in KN

140 120 100 80 60 40 20

VI. SCOPE FOR FURTHER STUDY

0 0

0.5

1

1.5

2

2.5

3



Deflection in mm

Graph 6: Load V/s deflection curve for RMP RCC beam of Mix 4



180



Load in KN

160 140

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%

120 100

REFERENCES

80 60 40 20 0 0

0.5

1

1.5

2

2.5

3

Deflection in mm

Graph 7: Load V/s deflection curve for RMP RCC beam of 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%.

[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 EISSN2249–8974, 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.

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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 (IJSRD/Vol. 2/Issue 07/2014/081)

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 Load (KN)

Beam 02

Deflection (mm)

Load Deflection (KN) (mm)

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 Load Deflection (KN) (mm) 0 0

Beam 02 Load Deflection (KN) (mm) 0 0

0

0

0

0

20 40

0.8 1.0

20 40

0.9 1.1

60 80

1.2 1.4

60 80

1.4 1.7

20

0.57

20

0.66

40

0.78

40

0.87

60

1.07

60

1.10

80

1.34

80

1.36

100 120

1.7 1.9

100 120

1.8 2.0

134* 160 175**

2.1 2.4 2.7

135* 160 174**

2.3 2.5 2.8

B. 5% of RMP MIX 2 M30 grade beam Beam 01 Load Deflection (KN) (mm) 0 0

Beam 02 Load Deflection (KN) (mm) 0 0

20

0.45

20

0.54

40

0.83

40

0.88

60

1.18

60

1.20 1.51

80

1.5

80

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

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

C. 10% of RMP MIX 3 M30 grade beam Beam 01 Load Deflection (KN) (mm) 0 0

Beam 02 Load Deflection (KN) (mm) 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 Load Deflection (KN) (mm) 0 0

Beam 02 Load Deflection (KN) (mm) 0 0

20

0.57

20

0.66

40

0.78

40

0.87

60

1.07

60

1.10

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