International Conference on Current Research in Engineering Science and Technology (ICCREST-2016)
EXPERIMENTAL STUDY ON PROPERTIES OF
GRANITE WASTE IN SELF COMPACTING
HIGH PERFORMANCE REINFORCED
CONCRETE BEAM
M. Manikandan1, Dr. T. Felixkala2
1
Research Scholar, Department of Civil Engineering,
St. Peter’s University, Chennai, India
2
Professor and Head, Department of Civil Engineering,
Dr. M.G.R. Educational and Research Institute University, Chennai, India
ABSTRACT – This study focused on the Structural behavior of
Self – compacting concrete (SCC) is a fluid mixture, which is
Self compacting High Performance Reinforced concrete beam.
suitable for placing difficult conditions and also in congested
Granite waste is obtained as a byproduct during sawing, shaping,
reinforcement, without vibration. The study of granite powder
and cutting of granite and it was characterized from a chemical
and physical point of view in order to use in mortar and
concrete, especially for self-compacting mixtures. The study of a
raw material is abundantly available as a waste in industries, it
as fine aggregate and partial replacement of sand with
admixtures in the production of self compacting concrete
beam.1 Self-Compacting concrete offers many benefits to the
can be considered to replace as fine aggregate, especially to
construction practices i.e., the elimination of the compaction
replace sand. The effect of using granite powder and granules as
work results in reduced costs of placement, shortening of the
constituents of fines in mortar or concrete by partially reducing
construction time and therefore improved productivity. The
quantities of cement as well as other conventional fines in self
global consumption of natural river sand is very high due to
compacting concrete. This project emphasizes on the use of
the extensive use in concrete.2 The demand for natural river
granite waste as substituent to Fine Aggregate (cc and GP
sand in developed countries is particularly high for its
25%).In order to increase the strength the margin by replacing
cement with 7.5% silica fume, 10% fly ash, 10% blast furnace
slag, and 1% super-plasticizer. Data presented include the Load
at Failure and Deflection of the Self compacting High
infrastructural development purposes. Granite waste is
obtained as a byproduct during sawing, shaping, and cutting
of granite and it was characterized from a chemical and
Performance Reinforced concrete beam. When test was
physical point of view in order to use in mortar and concrete,
conducted at 7days, 14 day and 28 days, the test results were
especially for self-compacting mixtures. In this study, a raw
compared between control concrete (C.C) and Granite powder
material is abundantly available as a waste in industries, it can
25%.
be considered to replace as fine aggregate, especially to
Keywords – Granite powder, Admixtures, Load at Failure and
Deflection and Self compacting High Performance Reinforced
replace sand.3 This includes deformability, passing ability,
filling capacity and segregation resistance. In India granite
stone industry currently produces around 17.8 million tones of
concrete Beam (SCHPRCB).
solid granite waste, out of which 12.2 million tones are
rejected at the industrial sites, 5.2 million tones as the form of
I. INTRODUCTION
cuttings/trimmings or 0.4million tones granite slurry are at
processing and polishing units.
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International Conference on Current Research in Engineering Science and Technology (ICCREST-2016)
One way to reduce the intensive labor demand for vibration of
highly congested sections is to use Self compacting concrete.
Most studies on SCC reported in the literature deal with
mixture proportioning and characterization of fresh and
hardened concrete properties with limited information on
4
Silica fume:

Specific gravity is 2.25
Ground Granulated Blast Furnace slag:

Specific gravity of (GGBS) : 2.95
Superplasticizer: Master Glenium Sky 8233 is an admixture
structural performance. Self compacting concrete is a stable
of a new generation based on VMA and polycarboxylate ether
and high consistency concrete mix with enhancing filling
superplasticizer was used as per code EN 934-2.
ability properties that reduce the need for mechanical
Mix Design for M60 Grade of SCC: The mix design done as
compaction. SCC invariably incorporates chemical admixtures
per code IS 10262:2009 and given Table 1.
- in particular, a high range water reducing admixture
Table 01: Mix design for M60 grade of SCC
(HRWRA) and sometimes, viscosity-modifying agent (VMA).
7
concrete. Issues linked with the use of chemical admixtures
in the addition with cement are discussed in this study.
II. EXPERIMENTAL INVESTIGATION
CC
GP25
55
41
55
5
143
143
915
915
225
Sand
550
394
Coarse
Aggregate
Granite
power
Water
admixture, to enhance the deformability and stability of
Super
Plasticizer (1%)
stability. Moreover, SCC almost always includes a mineral
Slag (10%)
bring down the powder requirement and still give the required
Silica Fume
(7.5%)
stability of the concrete mixture.6 An effective VMA can also
Fine
Aggregate
Fly Ash (10%)
contents and VMA reduces bleeding and improves the
Cement
The HRWRA helps in achieving excellent flow at low water
Weight in Kg per m3 of concrete
Mix Designation
5
899
674
2.2 Preliminary Investigation
To optimize the percentage replacement of fine aggregate with
Granite powder (GP), preliminary investigation on were
2.1 Materials
Cement: Ordinary Portland cement (53 Grade) was used and
flexural strength of size 150mm x 150mm, 150mm diameter x
its properties are


Specific gravity of cement
Initial setting time of cement
conducted on compressive strength, split tensile strength and
- 3.15
- 45 min
200mm and 100mm x 100mm x 500mm size with 0%, 25%,
50%, 75, 100% granite powder (GP). The specimen was tested
 Final setting time of cement
- 360min
 Consistency
- 36%
Fine aggregate: River sand (maximum size 4.75) was used
at 7days, 14days, 28days and 56days in a compression testing
and its properties are
granite powder (GP25) was found to superior to other mixture

Specific gravity of FA
- 2.63
machine of capacity 100 T. The Compressive strength, split
tensile strength and flexural strength of concrete GP 25% of
as well as GP0 and C.C 100.
 Water absorption
- 1.25%
Coarse aggregate: Natural crushed stone (size – 12.5mm)
was used and its properties are
 Specific gravity of CA
- 2.68
 Water absorption
- 0.55%
Both fine aggregate and coarse aggregate are conformed to
Indian Standard Specifications IS: 383 – 1970.
Table 2: Properties of Concrete (56 days curing, 26˚C and 0.38 w/c)
Concrete
Mix
Fly ash:

Class C fly ash was used and specific gravity is 2.15.
E-ISSN :2348 – 8352
CC
Compressive
strength
(MPa)
61.29
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Split Tensile
strength
(MPa)
5.62
Flexural
strength
(MPa)
9.40
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International Conference on Current Research in Engineering Science and Technology (ICCREST-2016)
GP25
63.26
6.90
7.39
2.3 Test specimen details
Six number of reinforced concrete beams with and without GP
were cast and tested. The span of the beam was 1000 mm and
size 230 mm x 230 mm. Out of the 6 specimens tested, Three
specimen were cast without GP and three specimens were cast
with 25% GP as replacement for sand and admixture also
Fig 2: Failure pattern of the beams
added for partially replacement cement. The specimens were
III. RESULTS AND DISCUSSIONS
tested 7 days, 14 day and 28 day from the date of casting.
Table 4: Load at Failure
Reinforcement details of the specimen tested are given in
Mix
Designation
Table 3.
CC
GP25
2#12
2#12
2#12
2#12
2#12
2#12
8
8
8
8
8
8
175
175
175
175
175
175
Reinforced beam in Load at Failure
Load at Failure in KN
2#12
2#12
2#12
2#12
2#12
2#12
Stirrups (mm)
Spacing
Top
Testing of Beams
(Days)
7
14
28
7
14
28
Longitudinal
Diameter
CC
CC
CC
GP25
GP25
GP25
Reinforcement in Beams
Bottom
1
2
3
4
5
6
Specification
S. No:
Table 3: Test beam details
Load at failure KN
(7 Days)
(14 Days)
(28 Days)
98.00
133.12
76.25
107.00
162.17
190.60
250
200
150
100
50
0
(7 Days)
(14 Days)
(28 Days)
Testing Age (DAYS)
CC
98
133.12
76.25
GP25
107
162.17
190.6
Fig.3: Variation of Load at Failure (kN) with days of curing at 26°C
Table 5: Deflection
Fig 1: Fe 500 grade steel for longitudinal reinforcement and stirrups
Mix
Designation
CC
GP25
(7 Days)
8.30
10.00
Deflection in (mm)
(14 Days)
(28 Days)
3.20
8.73
5.31
14.47
2.4 Test set-up
The testing was carried out in a universal testing machine of
40T capacity. In self compacting reinforced concrete beam
the load will act as central point load and end support will
roller support is fixed to find the test of load at failure and
deflection.
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IV. CONCLUSION
Deflection in mm
Reinfroced beam in Deflection
On the basis of experiments conducted on six beam specimens
16
14
12
10
8
6
4
2
0
the following observation and conclusions are drawn. The
load at failure of GP was high that controlled beam when test
at 28days its increase. The deflection under the concrete
beams with 25% GP were same as the controlled beams at 28
(7 Days)
(14 Days)
(28 Days)
Testing Age (DAYS)
days testing and it was quite less than controlled beams. The
structural behavior of self compacting high performance
CC
8.3
3.2
8.73
GP25
10
5.31
14.47
reinforced concrete beams with GP resembled the typical
Fig.4: Variation of deflection with days of curing at 26°C curing temperature
behavior of high performance reinforced concrete beams and
there increase in load carrying capacity of GP beams with
Table 6: Load at Failure and Deflection
Deflection
in mm
Load at
failure kN
Deflection
in mm
Load at
failure kN
Deflection
in mm
(28 Days)
Load at
failure kN
(14 Days)
Mix Design
(7 Days)
CC
GP25
98.0
107.0
8.3
10.0
133.12
162.17
3.20
5.31
76.25
190.6
8.73
14.47
Reinforced beam in Load at Failure
and Deflecton
250
age. Hence result of this investigation suggest that concrete
with 25% GP replacement for fine aggregate could be used for
Self compacting high performance reinforced concrete beams.
V. Reference
1.
2.
3.
200
4.
150
5.
100
50
0
Load
Load
Load
Deflect
Deflect
Deflect
at
at
at
ion in
ion in
ion in
failure
failure
failure
mm
mm
mm
KN
KN
KN
(7 Days)
(14 Days)
(28 Days)
CC
98
8.3
133.12
3.2
76.25
8.73
GP25
107
10
162.17
5.31
190.6
14.47
Fig.5: Variation of Load at failure and deflection with days of curing at 26°C
curing temperature
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6.
7.
A. Cladera, A. R. Mari “Experimental Study on high
strength concrete beams failing in shear” Engineering
Structures 27 (2012).
BASF Construction Chemicals, product reference
Glenuim C315. Web site: www.basfcc.co.uk.
The European guidelines for self compacting
concrete, www.efnarc.org.
Egyptian Code of Design and construction of
reinforced concrete structures, ECP-203 2007.
Desnerck, P., De Schutter, G., & Taerwe, L. (2010).
Bond behaviour of reinforcing bars in selfcompacting concrete: Experimental determination by
using beam tests. Materials and Structures, 43, 53–
62.
Foroughi-Asl, A., Dilmaghani, S., & Famili, H.
(2008). Bond strength of reinforcement steel in selfcompacting concrete. International Journal of Civil
Engineering, 6(1), 24–33.
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