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

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An Experimental investigation on strengths characteristics of concrete

with the partial replacement of Cement by Marble Powder dust and Sand

by Stone dust Md Mahboob Ali

1 Prof. S. M. Hashmi

2

1PG Student

1,2Department of Civil Engineering

1,2K.B.N Engineering College, Gulbarga, Karnataka, India

Abstract— The present work is directed towards

developing a better understanding on strengths

characteristics of concrete using as a partial replacement of

cement by marble dust powder and sand by stone dust. The

Dissertation work is carried out with M30 grade concrete for

which the marble powder is replaced by 0%, 5%, 10%, 15%,

20% by weight of cement. For all the mixes compressive,

flexural and split tensile strengths are determined at

different days of curing apart from this the beams were

casted and tested under flexural, the load and deflection are

noted simultaneously and also the crack pattern were

observed. In addition to this, sand is replaced with stone

dust (SD) by 10%, 20% and 30% along with cement is

replaced with MP by 0%, 10% and 20% by weight for M30

grades of concrete. Only 3 cubes were casted for various

percentage replacements of sand with SD and cement with

MP for 7days and 28 days compressive strength. The results

of the present investigation indicate that marble dusts

incorporation results insignificant improvements in the

compressive, flexural and split tensile strengths of concrete

and The load carrying capacity of RMP RCC beams {mix2

and mix3} is more compared to RCC conventional beams

up to 10% of replacement and also for stone dusts and

marble dust incorporation results insignificant

improvements in the compressive strengths of concrete up to

20% of SD and 10% of MP of replacement.

Keywords: RMP, MP, SD, compressive, flexural and split

tensile strengths, workability

I. INTRODUCTION

It is generally known that, the fundamental requirement for

making concrete structures is to produce good quality

concrete. Good quality concrete is produced by carefully

mixing cement, water, and fine and coarse aggregate and

combining admixtures as needed to obtain the optimum

product in quality and economy for any use. Waste marble

powder is generated as a by-product during cutting of

marble. The waste is approximately in the range of 20% of

the total marble handled. The amount of waste marble

powder generated at the site every year is in the range of

250-400 tones. The advancement of concrete technology can

reduce the consumption of natural resources, energy sources

and lessen the burden of pollutants on environment. This

project describes the feasibility of using the marble powder

in concrete production as partial replacement of cement by

weight. In INDIA, the marble processing is one of the most

thriving industry. The effects of marble powder on

properties of fresh and hardened concrete have been

investigated. Test results show that this industrial bi-Product

is capable of improving hardened concrete performance up

to 10%.

II. LITERATURE REVIEW

A. Study has been conducted by Prof. P.A. Shirule et al

Described the feasibility of using the marble sludge dust in

concrete production as partial replacement of cement. 3

cubes and 3 cylinders were casted for 7 days and 28 days.

Final strength of cubes and cylinders were examined after 7

days and 28 days of curing. They conducted the tests using

compression testing machine to test the compressive

strength of cubes and split tensile strength of cylinders. The

materials like, Portland Pozzolona cement of Birla gold 53

grade conforming to IS 269-1976 and IS 4031-1968 were

adopted in this work. The aggregate used in this project is

mainly basalt rock which comes under normal weight

category and sand giving good workability. Marble powder

was collected from the dressing and processing unit in

Jalgaon. It was initially in wet form (i.e. slurry); after that it

is dried by exposing in the sun and finally sieved by IS-90

micron sieve before mixing in concrete. They concluded that

the optimum percentage for replacement of marble powder

with cement is almost 10% cement for both cubes and

cylinders. Hence a simple step to minimize the costs for

construction with usage of marble powder which is freely or

cheaply available. [1]

B. Study has been conducted by Mohammad S. Al-Juhani

et al

Proposed a gainful utilization of waste marble powder as a

part substitute of limestone in a cement plant. This research

describes attempts to define the compositions of waste-

based mixtures and the corresponding processing conditions

suitable to the production powder based cements. Also, this

study assesses the properties of the final product after

incorporating waste marble powder, Waste Marble Powder

specimens. The raw material was provided by a local

company and then these materials were milled and sieved

through 75μm sieve size and conducted tests on Sieve

analysis, compressive test. In conclusion, it was found that

the Waste Marble specimens were found to contain the

expected cementitious phases and a good agreement was

obtained between the characterizations techniques used. Test

results show that this WMP based cement is capable of

improving hardened concrete performance up to 16%,

enhancing fresh concrete behaviour. [2]

C. V.M shelke Prof. P.Y.pawde et al

To study the influence of partial replacement of cement with

marble powder, and to compare it with the compressive

strength of ordinary M30 concrete. and also trying to find

the percentage of marble powder & silica fume replaced in

concrete that makes the strength of the concrete maximum.

An Experimental investigation on strengths characteristics of concrete with the partial replacement of Cement by Marble Powder dust and Sand by Stone dust

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


Now a day’s marble powder has become a pollutant. So, by

partially replacing cement with marble powder, and

proposing a method that can be of great use in reducing

pollution to a great extent. In this investigation a series of

compression tests were conducted on 150mm, cube and

150mm x 300mm, cylindrical specimens using a modified

test method that gave the complete compressive strength,

using silica fume of constant 8% with and without marble

powder of volume fractions 0, 8, 12, & 16% on Ordinary

Portland cement concrete. [3]

D. A Study has been conducted by Hanifi Binici et al

(2007) found that marble dust concrete has higher compressive

strength than that of the corresponding lime stone dust

concrete having equal w/c and mix proportion. The results

indicated that the Marble dust concrete would probably have

lower water permeability than the lime stone concrete.

Typically, concrete made with marble dust obtained during

polishing and cutting of marble in factories will attain higher

strength than conventional concrete for 28 days curing

period. Marble waste concrete is also expected to be equally

durable compared to conventional concrete. Marble waste

when used in concrete increases the amount of water

required to produce given slump, this may be due to

increased surface area in dust compared to sand. The overall

workability value of marble dust concrete is less compared

to conventional concrete. [4]

E. Points Observed from the Literature Review

The optimum percentage for replacement of marble powder

with cement and it is almost 10% cement for both cubes and

cylinders and a simple step to minimize the costs for

construction with usage of marble powder which is freely or

cheaply available. Waste marble powder based cement is

capable of improving hardened concrete performance up to

16%, enhancing fresh concrete behaviour.

III. EXPERIMENTAL PROGRAM

A. Materials

1) Cement

Ultra-tech (OPC 53 grade) cement from a single batch is

used throughout the course of project work. The properties

of the cement used are shown in the Table 1 below

Sl. No. Properties Chart Result

1. Specific Gravity 3.10

2.

Setting time in minutes

Initial setting time

Final setting time

130min.

195min.

3. Soundness: By-Le Chatrlier

0.5mm

4. Normal consistency 29.7%

5. Compressive Strength

28 days

71.3Mpa

Table 1: Physical properties of OPC

2) Fine Aggregate

The source for fine aggregate used is from natural river bed,

the details regarding test conducted on it are as given in

table 2 and table 3 below

I.S

.

Sie

ve

siz

e

in

m

m

Weig

ht

retai

ned

(gm)

Corre

ction

Corre

cted

weigh

t

Cumul

ative

wt

retaine

d

Cumula

tive

percent

age wt.

retained

Cumul

ative

%

passin

g

4.7

5 25 +0.5 25.5 25.5 2.55 97.45

2.3

6 29 +0.58 29.58 55.08 5.508 94.50

1.1

8 209 +4.18

213.1

8 268.26

26.82

6 73.18

60

0 317 +6.34

323.3

4 591.60 59.16 40.84

30

0 350 +7.0 357 948.60 94.86 5.16

15

0 50 +1.0 51.0 999.6 99.96 0.04

Table 2: Sieve analysis of fine aggregate

Fineness modulus of fine

agg

Cumulative % wt retained /

100

Fineness modulus 288.86/100=2.88

Specific gravity 2.64

Water absorption 1%

Silt or clay content 0.5%

Bulk density 1700 kg/m3

Grading well graded (zone II)

Table 3: Properties of Fine Aggregate

3) Coarse Aggregate (C.A)

The coarse aggregate used in this investigation is 20mm

down size crushed aggregate and angular in shape. the

details regarding test conducted on it are as given in table 4

and table 5 below

IS.

Sieve

Size(m

m)

Weight

retaine

d (gm)

Cumulati

ve wt

retained

Cumulati

ve

percentag

e wt

retained

Cumulati

ve %

passing

63 0 0 0 100

40 0 0 0 100

20 2000 2000 20 80

12.5 7580 9580 95.80 4.20

10.0 220 9800 98.0 2.0

8 120 9920 99.20 0.8




6.3 40 9960 99.60 0.4

4.75 20 9980 99.80 0.2

Pan 20 10000 - 0

Table 4: Sieve analysis of coarse aggregate

Fineness modulus of

coarse agg

Cumulative % wt retained

/ 100

Fineness modulus 512.40/100 = 5.12


Water absorption 0.5%

Impact Value 11.76%


Table 5: Properties of Coarse Aggregate

4) Marble dust

Marble dust which is used in laboratory investigation was

obtained during polishing and cutting of marble in factories

Sl. No. Test performed Results

1. Specific gravity 2.62

2. Moisture content 1.5%

3. Water absorption 2%

4. Bulk density 1480

5. Grading Zone II

6. Fineness modulus 2.68

Table 6: Properties of marble dust

Constituent Marble dust (%)

SiO2 62.48

Al2O

3 18.72

Fe2O

3 06.54

CaO 04.83

MgO 2.56

Na2O Nil

K2O 03.18

TiO2 01.21

Loss of ignition 00.48

Table 7: Chemical composition of Marble dust

5) Stone dust

It is the residue material which is the extraction of basalt

rocks to form the fine particles less than 4.75mm through

the IS sieve. Locally available stone dust was used in the

present study for replacement of fine aggregate

(sand).Different test such as sieve analysis values in Table 8

and different properties carried out in laboratory for stone dust

are shown in Table 9

I.S.

Sieve

size

mm

Wt

retain

ed

(gm)

Correct

ion

Correc

ted

weight

Cumula

tive wt

retained

Cumula

tive %

wt.

retained

Cumula

tive %

passing

4.75 27 +0.48 27.48 27.482 2.748 97.252

2.36 30 +0.54 30.54 58.022 5.802 94.198

1.18 212 +3.81 215.8 273.83 27.383 72.617

600 313 +5.63 318.6 592.47 59.247 40.753

300 340 +6.12 346.1 938.59 93.839 6.141

150 60 +1.08 61.08 999.67 99.967 0.033

Table 8: Sieve analysis of Stone Dust

Fineness modulus of fine

agg

Cumulative % wt retained /

100

Fineness modulus 310.994/100=3.109


Water absorption 1%

Silt or clay content 0.5%


Grading well graded (zone II)

Table 9: Properties of Stone Dust

6) Water

Water used for mixing should be free from injurious amount

of deleterious materials. Potable water is generally

considered satisfactory for mixing. In the present work

potable tap water was used

B. Casting and Curing of Control Specimen

For each mix three cubes of 150mm x 150mm x 150mmin

size, three cylinders of 150mm diameter and 300m height,

three prisms of 100mm x 100 x 500mm, two Beams of

700mm x 50mm x 50mm were cast using steel moulds. The

caste specimens were kept in ambient temperature for 24

hours. After 24 hours they were demoulded and placed in

water for curing. Cubes are used to determine the

compressive strength of concrete for 7 days and 28 days.

Three cylinder were used to determine the split tensile

strength of concrete for 28 days. Three prisms and two

beams were used to determine the Flexural strength of

concrete for 28 days by two point bending test with a

supporting span, using universal testing machine of capacity

1000kN.

C. Mix proportion per cubic meter of concrete

Water Cement Fine agg Coarse agg

191.6lts 491kg 512.62kg 1186 kg

0.39 1 1.044 2.415

D. Mix proportion for one beam

Water Cement Fine agg Coarse agg

2.83lts 7.65kg 8.225kg 18.378kg

0.37 1 1.075 2.402




IV. RESULTS & DISCUSSION

A. Workability Characteristics

1) Slump Cone Test

The slump cone is cleaned and the inside surface of the cone

is oiled thoroughly. It is then placed on a level surface and

placing the slump cone inside the sheet metal cylindrical

pot of the consistometer. The concrete is then filled into

the cone in four layers. Each layer is tamped 25 times with

standard 16 mm tamping rod. After filling the cone

completely, the initial height of the cone is noted, and then

the cone is lifted without disturbing it. Final reading

corresponding to the decrease in height of the centre of the

slumped concrete is noted down as shown in Graph 1.

2) Compaction Factor Test

The degree of compaction, called the compaction factor,

is measured by the density ratio i.e., the ratio of the density

actually achieved in the test to the density of the same

concrete fully compacted. Results shown in table 10 and

Graph 2

Specimen type for M30

grade concrete

M30 Grade Concrete

Slump

(mm)

Compaction

Factor

0% RMP 56 0.89

5% RMP 55 0.86

10% RMP 54 0.854

15% RMP 46 0.842

20% RMP 44 0.822

Table 10: Results of Slump Cone Test and Compaction

Factor Test

Graph 1: Slump values for various Mixes of M30 grade

concrete

Graph 2: Compaction factor test for various Mixes of M

30

grade concrete

B. Tests for Compressive Strength

The compressive strength of concrete for cubes, all mixes at

7 and 28 days of curing is presented in table 11. Only 3

cubes were casted for various percentage replacements of

cement by MP. The result shows that the Compressive

strength increased with addition of waste marble powder up

to 10% replace by weight of cement and further any addition

of waste marble powder the compressive strength decreases.

The initial strength gradually decreases from 15%. At 10%

there is 10.05% increase in initial compressive strength for 7

days and there is 14.14% increase in initial compressive

strength for 28 days .In case of RMP 10%, the 7 day

strength is found to be 30.447 N/mm2 this is 68% of 28 days

of curing strength. It is represented in Figure 1 which shows

the Comparison and Effect of curing on compressive

strength of M30 Grade of RMP.

C. Tests for split tensile strength

The split tensile strength of concrete for cylinders, all mixes

at 28 days of curing is presented in table 12.Only 3 cylinders

were casted for various percentage replacements of cement

by MP. The Split Tensile strength of Cylinders are increased

with addition of waste marble powder up to 10% replace by

weight of cement and further any addition of waste marble

powder the Split Tensile strength decreases. At 10% there is

19.61% increase in initial split tensile strength for 28 days.

It is represented in Figure 2 which shows the Effect of

curing on split tensile strength of M30 Grade of RMP

D. Tests for Flexural Strength

The flexural strength of concrete for prisms, all mixes at 28

days of curing is presented in table 13. Only 3 prisms were

casted for various percentage replacements of cement by

MP. The flexure strength of prisms are increased with

addition of waste marble powder up to 10% replace by

weight of cement and further any addition of waste marble

powder the flexural strength decreases. At 10% there is

10.73% increase in initial flexure strength. It is represented

in Figure 3 which shows the Effect of curing on Flexural

strength of M30 Grade of RMP.

E. Tests for Compressive strength of Concrete using MP

and SD Replacements

The compressive strength of concrete for cubes, all mixes at

7 and 28 days of curing is presented in table 14-16. Only 3

cubes were casted for various percentage replacements of

sand with SD and cement with MP. At 20% SD and 10%

MP there is 16.47% increase in initial compressive strength

for 7 days. At 20% SD and 10% MP there is 15.23%

increase in initial compressive strength for 28 days. It is

represented in Figure 4-6 which shows the Comparison and

Effect of curing on compressive strength of M30 Grade.

F. Quantity of Steel Reinforcement in Beam

In a beam four numbers of longitudinal bars are provided, 2

numbers of 10mm φ bars in the tension zone and 2 numbers

of 8mm φ bars in the compression zone and 5 numbers of

6mm φ bar lateral ties are also used.

0, 0.89

5, 0.86 10, 0.854

15, 0.842

20, 0.822

0.81

0.82

0.83

0.84

0.85

0.86

0.87

0.88

0.89

0.9

0 5 10 15 20 25

com

pac

tio

n f

acto

r

% of marble powder

compaction factor




G. Reinforcement Details

H. Testing and Result of CVC beams and RMP beams

The beams are tested for pure flexure on a uniform testing

machine of 60 tones capacity, the beam is kept on two

girders, so as to obtain the clear span of 600 mm. On the

beam two rods are kept at a distance of 100mm from

centre of the beam on either side so that it acts as a two

point loading over which an I – Section is placed by using a

plum bob. A dial gauge is placed exactly below the centre of

the beam i.e. at the mid- span. With the help of dial

gauge the deflections at different load levels can be

measured at the beam centre. The test results of the beams

tested are given in Table No 17 to 21 and Graphs No.3 to 7

showing load deflection curve

SI.NO

replacement

of cement

by MP

days

of

curing

Avg.

Load

(tested

on 3

cubes)in

tones

Compressive

strength in

N\mm2

1

0%

7-days 62.91667 27.431

28-

days 88 38.368

2

5%

7-days 64.58333 28.158

28-

days 94.25 41.093

3

10%

7-days 69.83333 30.447

28-

days 102.5 44.69

4

15%

7-days 57.58333 25.106

28-

days 84.41667 36.769

5

20%

7-days 53.83333 23.471

28-

days 80.41667 35.061

Table 11: Compressive strength of concrete using RMP

SI.NO

replacement

of cement by

MP

days

of

curing

Avg. Load

(tested on 3

cylinder)in

tones

split

tensile

strength

in

N\mm2

1 0% 28-

days 22.25 38.368

2 5% 28-

days 24.25 41.093

3 10% 28-

days 27.66667 44.69

4 15% 28-

days 23.58333 36.769

5 20% 28-

days 20.5 35.061

Table 12: Split Tensile Strength of concrete using RMP

SI.

NO

replacement

of cement by

MP

days of

curing

Avg. Load

(tested on 3

prisms)in

tones

Flexural

strength

in N\mm2

1 0% 28-

days 1.191 4.674

2 5% 28-

days 1.304333 5.12

3 10% 28-

days 1.334 5.236

4 15% 28-

days 1.178667 4.627

5 20% 28-

days 1.067 4.189

Table 13: Flexural strength of concrete using RMP

SI.

NO

replacement of

cement by MP

days of

curing

Avg. Load

(tested on 3

cubes)in

tones

Com

strength in

N\mm2

1

10% SD-0%

MP

7-days 55.75 24.307

28-days 82.58333 36.006

2

10% SD-10%

MP

7-days 62.66667 27.413

28-days 92.25 40.221

3

10% SD-20%

MP

7-days 57.16667 24.924

28-days 75.5 37.278

Table 14: Compressive strength of Concrete

SI.

NO

replacement

of cement by

MP

days of

curing

Avg. Load

(tested on 3

cubes)in

tones

Compressive

strength in

N\mm2

1

20% SD-

0% MP

7-days 63.83333 27.837

28-

days 93 40.548

2

20% SD-10%

MP

7-days 66.75 29.103

28-

days 98.16667 42.8

3

20% SD-20%

MP

7-days 59.75 26.051

28-

days 88.5 38.583


SI.

NO

replacement

of cement by

MP

days of

curing

Avg. Load

(tested on 3

cubes)in

tones

Compressive

strength in

N\mm2




1

30% SD-0%

MP

7-days 60.08333 26.196

28-

days 90.5 39.276

2

30% SD-10%

MP

7-days 63.91667 27.867

28-

days 94.16667 41.056

3

30% SD-20%

MP

7-days 22.58333 9.846

28-

days 78.33333 34.153


Beam 01 Beam 02

Load

(KN)

Deflection

(mm)

Load

(KN)

Deflection

(mm)

0 0 0 0

20 0.9 20 0.85

40 1.1 40 1.1

60 1.3 60 1.4

80 1.5 80 1.7

100 1.8 100 1.9

126* 1.9 128* 2.1

140 2.3 140 2.3

160 2.6 160 2.6

170** 2.8 170** 2.9

Table 17: Load deflection characteristics of RCC beam

conventional concrete Mix 1 (M30 grade)

Beam 01 Beam 02

Load

(KN)

Deflection

(mm)

Load

(KN)

Deflection

(mm)

0 0 0 0

20 0.8 20 0

.7 40 1.0 40 1

.0 60 1.1 60 1

.3 80 1.3 80 1

.5 100 1.6 100 1

.8 127* 1.9 130* 2

.0 140 2.1 140 2

.3 160 2.4 160 2

.6 172** 2.7 173** 2

.85 Table 18: Load deflection characteristics of RCC

beam with RMP MIX 2(M30 grade)

Beam 01 Beam 02

Load

(KN)

Deflection

(mm)

Load

(KN)

Deflection

(mm)

0 0 0 0

20 0.8 20 0.9

40 1.0 40 1.1

60 1.2 60 1.4

80 1.4 80 1.7

100 1.7 100 1.8

120 1.9 120 2.0

134* 2.1 135* 2.3

160 2.4 160 2.5

175** 2.7 174** 2.8

Table 19: Load deflection characteristics of RCC

beam with RMP MIX 3 (M30 grade)

Beam 01 Beam 02

Load

(KN)

Deflection

(mm)

Load

(KN)

Deflection

(mm)

0 0 0 0

20 0.7 20 0.9

40 0.9 40 1.2

60 1.1 60 1.4

80 1.3 80 1.5

100 1.6 100 1.7

122* 1.8 123* 1.9

140 2.1 2.1 140 2.2

160 2.3 160 2.4

168** 2.65 169** 2.75



*first crack load **ultimate crack load

Beam 01 Beam 02

Load

(KN)

Deflection

(mm)

Load

(KN)

Deflection

(mm)

0 0 0 0

20 0.7 20 0.8

40 0.9 40 1.0

60 1.1 60 1.25

80 1.4 80 1.5

100 1.7 100 1.7

119* 2.0 117* 1.9

140 2.3 140 2.2

160 2.5 160 2.5

166** 2.8 167** 2.75



Fig. 1: Comparison and Effect of curing on compressive

strength at 28 days

27.431 28.158 30.447

25.106 23.471

38.368 41.093

44.69

36.769 35.061

0

10

20

30

40

50

0 5 10 15 20

CO

MP

RE

SS

IVE

ST

RE

NG

TH

IN

N\m

m2

% OF MARBLE POWDER

7 DAYS

28 DAYS




Fig. 2: split tensile strength at 28 days

Fig. 3: flexural strength at 28 days

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

@ 10%


@ 20%


@ 30%

Graph 3: Load V/s deflection curve for CVC RCC

beam of Mix 1

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

Mix 2


Mix 3

3.086 3.365

3.839 3.27

2.841

0

1

2

3

4

5

0 5 10 15 20

SP

LIT

-TE

NS

ILE

ST

RE

NG

TH

IN

N\m

m2

% OF MARBLE POWDER

28 DAYS

4.674 5.12 5.236

4.627 4.189

0

1

2

3

4

5

6

0 5 10 15 20

FL

EX

UR

E S

TR

EN

GT

H

IN N

\mm

2

% OF MARBLE POWDER

28 DAYS

24.307 27.413

24.924

36.006 40.221

37.278

05

1015202530354045

10%(SD)-

0%(MP)

10%(SD)-

10%(MP)

10%(SD)-

30%(MP)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

IN

N\m

m2

REPLACEMENT OF STONE DUST AND MARBLE

POWDER

7 DAYS

28 DAYS

27.837 29.103

26.051

40.837 42.8 38.583

05

1015202530354045

20%(SD)-

0%(MP)

20%(SD)-

10%(MP)

20%(SD)-

30%(MP)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

IN

N\m

m2


POWDER

7 DAYS

28 DAYS

26.196 27.867

9.846

39.276 41.056

34.153

05

1015202530354045

30%(SD)-

0%(MP)

30%(SD)-

10%(MP)

30%(SD)-

30%(MP)

CO

MP

RE

SS

IVE

ST

RE

NG

TH

IN

N\m

m2


POWDER

7 DAYS

28 DAYS

0

20

40

60

80

100

120

140

160

180

0 0.5 1 1.5 2 2.5 3

Lo

ad

in

KN

Deflection in mm

0

20

40

60

80

100

120

140

160

180

200

0 0.5 1 1.5 2 2.5 3

Lo

ad

in

KN

Deflection in mm

0

20

40

60

80

100

120

140

160

180

200

0 0.5 1 1.5 2 2.5 3

Lo

ad

in

KN

Deflection in mm





Mix 4


Mix

NOTE:-All this curves are fitted with curve fitting method

shown in Appendix

V. CONCLUSION

(1) The Compressive strength of Cubes are increased

with addition of waste marble powder up to 10%

replace by weight of cement and further any

addition of waste marble powder the compressive

strength decreases.

(2) The Split Tensile strength of Cylinders are

increased with addition of waste marble powder up

to 10% replace by weight of cement and further

any addition of waste marble powder the Split

Tensile strength decreases.

(3) The flexure strength of prisms are increased with

addition of waste marble powder up to 10% replace

by weight of cement and further any addition of

waste marble powder the Split Tensile strength

decreases.

(4) Thus we found out the optimum percentage for

replacement of marble powder with cement and it

is almost 10% of the total cement for cubes,

cylinders and prisms.

(5) We have put forth a simple step to minimize the

costs for construction with usage of marble powder

which is freely or cheaply available.

(6) There is a decrease in workability as the

replacement level increases, and hence water

consumption will be more.

(7) Optimum percentage replacement of sand with SD

and cement with MP is 20% and 10%.

(8) There is a slight increase in flexural strength of

RMP members compared to that CVC member.

(9) In case of RMP Mix M2 and Mix M3 beams the

deflection is less compared to the CVC RCC beam

m30 and the load carrying capacity is more.

(10) .In case of RMP Mix M4 and Mix M5 beams the

load carrying capacity is less compared to the

CVC. RCC beam m30.

VI. SCOPE FOR FURTHER STUDY

In this investigation M30 grade of concrete is tested

further work can be carried out by testing higher

grades of concrete i.e.M35, M40 etc.

Flexure behaviour of larger size beams can also be

studied

The same work can be carried for replacement of

cement with marble powder with 11%, 12%, 13%

REFERENCES

[1] P.A. Shirulea, Ataur Rahmanb, Rakesh D. Gupta,

“PARTIAL REPLACEMENT OF CEMENT WITH

MARBLE DUST POWDER”, International Journal

of Advanced Engineering Research and Studies E-

ISSN2249–8974, IJAERS/Vol. I/Issue III/April-June,

2012/175-177.

[2] Ahmed N. Bdour and Mohammad S. Al-Juhani,

”UTILIZATION OF WASTE MARBLE POWDER

IN CEMENT INDUSTRY”, December

2011,Associate Professor, Civil Engineering

Department, College of Engineering, University of

Tabuk, Saudi Arabia Corresponding Author Dean,

College of Engineering, University of Tabuk, Saudi

Arabia.

[3] V.M.shelke, Prof. P.Y.pawde Dr. R.R.shrivastava

“EFFECT OF MARBLE POWDER WITH AND

WITHOUT SILICA FUME ON MECHANICAL

PROPERTIES OF CONCRETE” Prof -Civil Engg.

Dept. Prof-Chemistry Dept. G. H. Raisoni College of

Engineering & Technology, NAGPUR, (India) IOSR

Journal of Mechanical and Civil Engineering

(IOSRJMCE) ISSN : 2278-1684 Volume 1, Issue 1

(May-June 2012), PP 40-45 www.iosrjournals.org.

[4] HanifiBinici, Hasan Kaplan and SalihYilmaz, (2007),

"Influence of marble and limestone dusts as additives

on some mechanical properties of concrete,"

Scientific Research and Essay, 2(9), pp 372379.

[5] IS-383-Indian Standard (1970), ”Method for testing

of aggregates”.

[6] IS 9013 – Indian standard (1978), ”Method of test for

compressive strength”.

[7] IS 9399 – Indian standard (1979), ”Method of test for

flexural strength”.

[8] “Concrete Technology” Theory and practice By MS.

Shetty Concrete Technology:- M. L. Gambhir

[9] IS: 456 – 2000 “Plain and reinforced concrete code of

practice”.

[10] IS: 383 – 1970 “specification for coarse and fine

aggregates from natural sources for concrete.

[11] IS: 10262 – 1982 Concrete Mix Design.

[12] SP 16, Design Aid to IS 456 – 1978.

0

20

40

60

80

100

120

140

160

180

0 0.5 1 1.5 2 2.5 3

Lo

ad

in

KN

Deflection in mm

0

20

40

60

80

100

120

140

160

180

0 0.5 1 1.5 2 2.5 3

Lo

ad

in

KN

Deflection in mm




APPENDIX

Tables: Deflection values of curve fitting for Beam

using parabolic equation

y = ax2 + bx + c

A. CVC MIX 1 M30 grade beam

Beam 01 Beam 02

Load

(KN)

Deflection

(mm)

Load

(KN)

Deflection

(mm)

0 0 0 0

20 0.8 20 0.9

40 1.0 40 1.1

60 1.2 60 1.4

80 1.4 80 1.7

100 1.7 100 1.8

120 1.9 120 2.0

134* 2.1 135* 2.3

160 2.4 160 2.5

175** 2.7 174** 2.8

B. 5% of RMP MIX 2 M30 grade beam Beam 01 Beam 02

Load

(KN)

Deflection

(mm)

Load

(KN)

Deflection

(mm)

0 0 0 0

20 0.45 20 0.54

40 0.83 40 0.88

60 1.18 60 1.20

80 1.5 80 1.51

100 1.77 100 1.8

127* 2.08 130* 2.20

140 2.21 140 2.32

160 2.37 160 2.56

172** 2.45 173** 2.71

C. 10% of RMP MIX 3 M30 grade beam Beam 01 Beam 02

Load

(KN)

Deflection

(mm)

Load

(KN)

Deflection

(mm)

0 0 0 0

20 0.56 20 0.64

40 0.87 40 1.00

60 1.17 60 1.33

80 1.45 80 1.63

100 1.71 100 1.90

120 1.96 120 2.14

134* 2.13 135* 2.31

160 2.42 160 2.54

175** 2.57 174** 2.64

D. 15% of RMP MIX 3 M30 grade beam Beam 01 Beam 02

Load

(KN)

Deflection

(mm)

Load

(KN)

Deflection

(mm)

0 0 0 0

20 0.57 20 0.66

40 0.78 40 0.87

60 1.07 60 1.10

80 1.34 80 1.36

100 1.61 100 1.64

122* 1.90 123* 2.01

140 2.13 140 2.39

160 2.37 160 2.66

168** 2.47 169** 2.83

E. 20% of RMP MIX 3 M30 grade beam

Beam 01 Beam 02

Load

(KN)

Deflection

(mm)

Load

(KN)

Deflection

(mm)

0 0 0 0

20 0.57 20 0.66

40 0.78 40 0.87

60 1.07 60 1.10

80 1.34 80 1.36

100 1.61 100 1.64

122* 1.90 123* 2.01

140 2.13 140 2.39

160 2.37 160 2.66

168** 2.47 169** 2.83

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

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