Experimental study on flexural behavior of the self compacting concrete with hybrid fibres

International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308 (Print),
ISSN 0976 – 6316(Online), Volume 6, Issue 5, May (2015), pp. 144-152 © IAEME
144
EXPERIMENTAL STUDY ON FLEXURAL BEHAVIOR OF
THE SELF-COMPACTING CONCRETE WITH HYBRID
FIBRES
Bobby Ramteke1
, Asst. Prof. R. K. Parve2
, Asst. Prof. Anand Khangan3
,
Asst Prof. Nikhil Bandwal4
1, 2
Civil Department, KITS College Nagpur University (MS), India,
3, 4
Civil Department, G. H. Raisoni Academy of Engineering and Technology,
Nagpur University (MS), India,
ABSTRACT
This Research studies, In recent years, Self-compacting concrete (SCC) can be considered as
a concrete which has little resistance to flow so that it can be placed and compacted under its own
weight with little or no vibration effort, yet possesses enough viscosity to be handled without
segregation or bleeding. Several tests such as slump flow, V-funnel, L-box has carried out to
determine optimum parameters for the self-compatibility of mixtures. In this article SCC plain and
SCC hybrid fibres has compared. The current study includes a practical program considers the effect
of adding Nylon e-300 fibre and Nylon tuff fibre to structural behavior of self-compacting concrete
such as compressive strength and flexural strength behavior represent by mix proportion-strength
curves.
Keywords: Compressive Strength, Flexural Strength, Hybrid Fibers, Self-Compacting Concrete,
Slump Flow.
1. INTRODUCTION
Self-compacting concrete (SCC), requiring no consolidation work at site or concrete plants,
has been developed in Japan to improve the reliability and uniformity of concrete in 1988. However,
to design a proper SCC mixture is not a simple task. Various investigations has been carried out in
order to obtain rational SCC mix-design methods. [3] Recently, SCC concrete has gained wide use in
many countries for different applications and structural configurations. SCC can also provide a better
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working environment by eliminating the vibration noise. There have many advantages of using SCC,
especially when the material cost has minimized. These include:
• Reducing the construction time and labor cost;
• Eliminating the need for vibration;
• Reducing the noise pollution;
• Improving the filling capacity of highly congested structural members;
• Facilitating constructability and ensuring good structural performance.[1]
Many researchers have presented use of fibers into SCC mixed designed to have a high workability
that allows the concrete to flow in the congested reinforcement areas and fill complicated formwork
without segregation. The performance of fiber reinforced concrete (FRC) depending on [5] many
parameters such as maximum aggregate size, fiber volume, fiber type, fiber geometry, and fiber
aspect ratio, fiber inclusion to concrete reduces the workability of concrete.[2]
2. EXPERIMENTAL WORK
2.1. Material
The properties of material used in concrete mixtures are given below.
2.1.1 Cement
Ultratech Ordinary Portland cement (43 grades) type is used. It is tested as per Indian
standard Specifications and matches all the requirements. The physical and chemical properties of
this cement are given in Table 1.
Table 1. Physical and Chemical Properties
A. Physical Properties
Sr. Properties
Results For Sample Average Value
Considered
Standard
RequirementsA B
a. Consistency (%) 28.5 28.5 28.5 NA
b. Specific Gravity 3.15 3.15 3.15 NA
c. Initial Setting time (min) 165 165 165 Not less than 30
d. Final Setting time (min) 225 225 220 Not more than 600
e.
Soundness by Le’Chattelier
Expansion mm.
1.0 1.0 1.0 Not more than 10
f.
Specific Surface by Blain’s Air
(sq.m/kg)
291 295 293 Not less than 225
g.
3 Days Compressive Strength
(Mpa)
29.5 29.5 29.5 Not less than 23
h.
(Mpa)
39.0 39.0 39.0 Not less than 33
i.
(Mpa)
49.5 49.5 `49.5 Not less than 43

146
B. Chemical Properties
2.1.2 Fine Aggregate
Natural sand with 10mm maximum size is used as fine aggregate. The grading of the sand
conformed to the requirement of zone no. II. Its Sieve analysis results and other properties are given
in Table 2.
Table 2. Fine aggregate and Other Properties
A. Fine Aggregates (Sand)
IS Sieve
Size in
mm
% Passing by weight For Analysis No.
Average Value
Considered
Standard
Requirements as
per
IS : 383-1970
1 2 3 4 5 6
10 99.1 100.0 98.9 100.0 100.0 99.0 99.5 100
4.75 93.6 94.0 93.7 92.8 95.5 94.1 94.0 90-100
2.36 90.3 91.5 89.7 90.5 91.8 88.2 90.3 75-100
1.18 79.2 78.7 81.6 79.4 80.9 80.0 80.0 55-90
0.6 40.2 41.3 38.7 43.5 39.5 42.1 41.8 35-59
0.3 9.1 8.5 7.9 9.9 8.8 10.8 9.2 8-30
0.15 1.2 1.1 1.7 1.0 1.9 1.3 1.4 0-10
Note: Based on test results, sand conforms to grading zone II
B. Other Properties
Sr. Properties
Results Average Value
ConsideredSample A Sample B
1 Silt Content (%) 2.83 2.78 2.81
2 Water Absorption (%) 1.28 1.32 1.30
3 Specific gravity 2.65 2.62 2.64
4 Soundness by Sodium sulphate (%) 0.19 0.2 0.20
5 Soundness by Magnesium sulphate (%) 0.23 0.23 0.23
Sr. Properties
Results For Sample Average Value
Considered
Standard
RequirementsA B
a. Loss On Ignition (%) 1.5 1.43 1.46 Max. 5.0
b. Silica (SiO2) Content (%) 21.8 22.0 21.9 ---
c. Ferric Oxide Content (%) 3.67 3.83 3.75 ---
d. Alumina (Al2O3) Content (%) 4.91 4.97 4.94 ---
e. Calcium Oxide Content (%) 61.8 61.2 61.5 ----
f. Magnesium Oxide Content (%) 1.20 1.25 1.22 Max.6.0
g. Sulphuric Anhydride (%) 1.85 1.79 1.82 Max.3.5
h. Insoluble Residue (%) 1.90 1.89 1.89 Max.4.0

147
2.1.3 Coarse Aggregate
Coarse aggregate used in this study is 20 mm and 10 mm size. It is tested as per Indian
standard Specifications. Its sieve analysis results and other properties are given in Table 3.
Table 3. Coarse aggregate and other properties.
A. Sieve Analysis of 20 mm. aggregates
IS Sieve
Size in
mm
Average Value
Considered
Standard
Requirements as
per
IS : 383-1970
1 2 3 4 5 6
40 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100
20 96.8 96.6 95.8 95.0 96.8 95.7 96.1 85 – 100
10 10.8 11.3 9.7 10.3 11.9 11.0 10.8 0 – 20
4.75 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 – 5
B. Sieve Analysis of 10 mm. aggregates
IS Sieve
Size in
mm
Average Value
Considered
Standard
Requirements as
per
IS : 383-1970
1 2 3 4 5 6
40 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100
20 100.0 100.0 100.0 100.0 100.0 100.0 100 85 – 100
10 92.8 90.3 91.7 89.5 90.8 91.2 91.0 0 – 20
4.75 0.0 0.0 0.0 0.9 0.0 0.0 0.0 0 – 5
C. Other Properties
Sr. Properties
Results Average Value
ConsideredSample A Sample B
1 Crushing Value (%) 12.8 13.0 12.9
2 Los Angeles Abrasion Value (%) 14.2 14.5 14.3
3 10 % Fines Value (%) 228 236 232
4 Water Absorption (%) 1.08 1.12 1.1
5 Specific gravity 2.85 2.85 2.85
6 Soundness by Sodium sulphate (%) 0.28 0.32 0.3
7 Soundness by Magnesium sulphate (%) 0.19 0.22 0.205
Individual Properties of 20 mm & 10 mm 20 mm 10 mm
8 Flakiness Index (%) 24 29
9 Elongation Index (%) 17 20
10 Combined Flakiness & Elongation (%) 35.3 41.8

148
2.2 Fibres
Two type of different fiber are used. The first Nylon Fibermesh@
300-e3 micro synthetic
fibre, formally known as InforceTM
e3@
, micro Reinforcement fibres for concrete are 100 percent
virgin homopolymer polypropylene graded fibrillated fibres containing no reprocessed Olefin
materials. Specifically engineered and manufactured in an ISO 9001-2000 certified facility for use as
concrete reinforcement at the recommended dosage rate of 0.9 Kg per cubic metre (0.1 % by
volume) for effective performance. The Second Nylon fibre tuff macro structure synthetic fibres are
engineered copolymer fibres used for temperature and shrinkage crack control in concrete. Fibre
Tuff is a replacement for crack control steel mesh / welded wire reinforcement in slab on garde
applications. Fibre Tuff synthetic fibre reinforcement system distributes tens of thousands of fibre
throughout the concrete mix. When cracking occurs tensile forces are distributed at the exact point of
failure, minimizing crack propagation as a result of temperature and shrinkage strains. The properties
of Nylon fibres are given Table 4.
Table 4. Properties of Nylon Fibre
Sr. No. Parameters Nylon
( Fibremesh 300-e3)
Nylon
(Tuff Macro fibre)
1 Length(mm) 12mm & Various length 36mm, 47 mm, 60mm
2 Diameter (mm) 0.035mm Macro fiber > .3mm
3 Modulus (GPa) - 6-10 GPa
4 Tensile strength (MPa) Provide Residual strength 0.35
MPa
550-640 MPa
5 Melting point( ̊c) 162 ̊c 159 ̊c-179 ̊c
6 Elongation (mm) 55.5mm 56.6mm
7 Specific gravity 0.91 0.9-0.92
8 Dosage 0.9 Kg/m3 or 0.1% by volume 59000, 53000,33000
No of Fiber/ Kg
2.3 Super plasticizer
Auramix 400 is a high performance superplasticiser intended for applications where high
water reduction and long workability retention are required, and it has been developed for use in
Self-compacting concrete. Auramix 400 is a unique combination of the latest generation
superplasticisers, based on a polycarboxylic ether polymer with long lateral chains. This greatly
improves cement dispersion. At the start of the mixing process an electrostatic dispersion occurs but
the cement particle’s capacity to separate and disperse. This mechanism considerably reduces the
water demand in fl owable concrete. Auramix 400 combines the properties of water reduction and
workability retention. It allows the production of high performance concrete and/or concrete with
high workability Table 5.
Table 5. Properties of Super plasticizer
Sr. No. Parameters Properties
1. Appearance Light yellow coloured liquid
2. pH Minimum 6.0
3. Volumetric mass @ 200 C 1.09 kg/litre
4. Chloride content Nil to IS:456
5. Alkali content Typically less than 1.5 g Na2O equivalent / litre
of admixture.

149
2.4 Mixture proportions
The design of concrete mix for SCC concrete is done as per The European guidelines for
Self-Compacting Concrete (2005) with a proportion of 1:1.43:1.43 by weight to achieve a grade of
M30 concrete. The maximum size of coarse aggregate used is 20 mm and minimum size of coarse
aggregate used is 10mm. The water cement ratio is fixed at 0.35. Details given in Table 6.
Table 6. Concrete mix proportions
Table 6.1 Results of mix proportion (Conventional Concrete)
Description Cement Sand
(Fine Aggregate)
Coarse Aggregate Water
Mix proportion
(By weight)
1 1.89 3.51 0.45
Quantities of material
(in Kg/m3
)
375 709 20mm @75% -987
10mm@ 25%-329
191.6
Table 6.2 Results of mix proportion (SCC)
Description Cement Sand
(Fine Aggregate)
Coarse Aggregate Water
Mix proportion
(By weight)
1 1.43 1.43 0.35
Quantities of material
(in Kg/m3
)
600 858 20mm @50% -429
10mm@ 50%-429
229.6
2.5 Testing
The cube (150x150x150mm) and beam (150x150x700mm) section are tested to investigate
Compressive strength and flexural strength. The beam are subjected to two-point loading as shown in
fig. The specimen is tested at the age of 7 days and 28 days.
Fig 1 Compressive strength curve for 7 days and 28 days
37.9 40 40.4 40.5
45.3
41
53.8
42.8
0
10
20
30
40
50
60
M0 M1 M2 M3
Compressivestrength(N/mmsq.)
Mix Proportion
Cube Results
7 Days
28 Days

150
Fig 2 Flexural strength curve for 7 days and 28 days
3. RESULTS AND DISCUSSION
A. Compressive strength
Table 7 show the average results of compressive strength test that determine at the age of 7
days and 28 days. The results show that the addition of Nylon Fibermesh@
fibre has minor effect on the improvement of the compressive strength value but the addition of
Nylon fibre tuff macro structure synthetic fibres has a major effect, which is larger than the effect of
Nylon Fibermesh@
300-e3 micro synthetic fibre. The maximum increases compressive strength for
Nylon fibre tuff macro structure synthetic fibres that is 53.8 MPa.
Table 7. Results of compressive strength
Sr. No Type of Concrete
Mix
Proportion
7 days Average
Strength
N/mm sq.
28 days Average
Strength
N/mm sq.
1 Self-compacting concrete (SCC) M0 37.9 45.3
2 SCC with Nylon 300-e3 fiber M1 40.0 41.0
3 SCC with Nylon Tuff fiber M2 40.4 53.8
4 SCC with Hybrid fiber M3 40.5 42.8
B. Flexural strength
The average results of the flexural test are given in table 8 as a flexural strength. The flexural
strength trend for a Nylon Fibermesh@
300-e3 micro synthetic fibre and Nylon fibre tuff macro
structure synthetic fibres varies. The maximum increases flexural strength can be achieved for fibre
tuff macro structure synthetic fibre. In general, for the Nylon Fibermesh@
fibre and Nylon fibre tuff macro structure synthetic fibres, the flexural strength of the specimen
increases as the Nylon fibre tuff macro structure synthetic fibres and it can be seen that the addition
of Nylon Fibermesh@
300-e3 micro synthetic fibre decreases the flexural strength.
53.2
64.5 65.9
62.2
58.7
68.9
75.8
66.3
0
10
20
30
40
50
60
70
80
M0 M1 M2 M3
Fluxuralstrength(Kg/cmsq.)
Mix Proportion
Beam Results
7 Days
28 Days

151
Table 8. Results of flexural strength
Sr. No Type of Concrete
Mix
Proportion
7 days Average
Strength
Kg/cm sq.
7 days Average
Strength
Kg/cm sq
1 Self-compacting concrete (SCC) M0 53.2 66.3
2 SCC with Nylon 300-e3 fiber M1 64.5 58.7
3 SCC with Nylon Tuff fiber M2 65.9 68.9
4 SCC with Hybrid fiber M3 62.2 75.8
4. CONCLUSION
1. The compressive strength and flexural strength were compared to the self-compacting concrete
without fiber.
2. The addition of Nylon Fiber tuff macro-synthetic fiber caused an increase in compressive
strength of about 6.59% and 18.76% respectively at the age of 7 days and 28 days.
3. Adding both type of fiber to SCC with same ratio leads to clear improvement in the 7 days
compressive strength of about 6.86% but at the age of 28 days caused decrease compressive
strength of about 5.51%.
4. The addition of Nylon fibermesh 300-e3 micro-synthetic fiber caused an increase in flexural
strength of about 21.24% and 17.37% respectively at the age of 7 days and 28 days.
5. The addition of Nylon Fiber tuff macro-synthetic fiber caused an increase in flexural strength
of about 23.87% and 29.13% respectively at the age of 7 days and 28 days.
6. Adding both type of fiber to SCC with same ratio cause decreases the flexural strength of about
16.91% and 12.94% respectively at the age of 7 days and 28 days comparing with the Nylon
fibermesh 300-e3 micro-synthetic fiber and Nylon Fiber tuff macro-synthetic fiber but
increases the flexural strength with respect to the SCC without fiber.
5. ACKNOWLEDGMENT
The authors gratefully acknowledge the support provided by their institute KITS, Ramtek,
and G. H. Raisoni Academy of Engineering and Technology (India)
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Experimental study on flexural behavior of the self compacting concrete with hybrid fibres

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