Comparative Study of Concrete Prisms Confined with G-FRP Wrapping Under Compressive Loading

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 04 Issue: 12 | Dec-2017 www.irjet.net p-ISSN: 2395-0072
© 2017, IRJET | Impact Factor value: 6.171 | ISO 9001:2008 Certified Journal | Page 1146
COMPARATIVE STUDY OF CONCRETE PRISMS CONFINED WITH G-FRP
WRAPPING UNDER COMPRESSIVE LOADING
VISHNUVARDAN NARAYANAMURTHI
Assistant Professor, Department of Civil Engineering,
Sri Muthukumaran Institute of Technology, Chikkarayapuram, Chennai 600069
---------------------------------------------------------------------------***---------------------------------------------------------------------------
Abstract - The strength of confined columns is higher for
circular section due to stress concentration at corner. To
expand the strong constraint zone and diminish the stress
concentration the sharp edge can be done rounded and
chamfered. Fiber Reinforced Polymer (FRP) materials are
composites consisting of high strength fibers embedded in
polyester resin. Fiber in on FRP composites are the load
carrying elements, while the resin maintains the fiber
alignment and protects them against the environment and
possible damage. Among fibers, glass one exhibit the highest
strength and stiffness when compared with steel Present paper
deals with experimental results in terms of load carrying
capacity and stress – strains behavior of fiber reinforced
polymer (FRP) confined prism. The ultimate stress of prism
with corner radius of 13mm and 19mm is 1.06 and 1.12 times
more than the sharp edge prism. Similarly the failure strain is
3.6 and 1.31 times more than the sharp edge prism. The
ultimate stress of prism with chamfered corner of 13mm and
19mm is 1.12 and 1.31 times more than the sharp edge prism.
Similarly the failure strain is 1.12 and 1.31 times more than
the sharp edge prism. The stress-strain curve behaves bilinear
and the stress-strain curve traces the same path as that of
unconfined concrete until the jacket was activated. The FRP
resists lateral deformation results in a confining stress to the
concrete core thereby delaying the rupture and enhancing
both the ultimate strength and stain of the concrete.
Key words: GFRP, Chamfered prism, compressive test,
confinement, Woven Glass fiber, stress strain.
1. INTRODUCTION
According to the ACI 440R-96 report, the term “composite”
can be applied to any combination of two or more separate
materials having a distinguishable interface between them.
Often a surface treatment phase is introduced between the
two combining materials, which improve the adhesion of the
reinforcing component to the matrix phase. When
composites are defined as polymeric matrix reinforced with
fibers, they are called as fiber reinforced polymers (FRP).
Advantages of FRP are High chemical resistance to acids and
bases, reduction of corrosion related problems, practically
no increase of dead weight of the structure, Economically use
in many cases and Significant use in repair and
rehabilitation of structural components. Composites are used
as corrosion resistance. Composites serve as good seismic
resistance materials. The confinement effectiveness of FRP
Jackets in concrete prisms depends on several parameters,
namely, concrete strength, types of fibers and resin, fiber
volume and orientation in the jacket, jacket thickness, shape
of the cross-section and the interface bond between the
concrete core and the jacket (James M and Hurries, 2001).
The external confinement with reinforced polymers
composite can significantly increase the strength of the
specimen under axial loading. The experimental results
clearly demonstrate that composite wrapping can enhance
the structural performance of concrete columns under axial
loading (Omar Chaallal and Mohsen Shahawy, 2003).
External confinement can significantly improve the ultimate
strength and ductility of the specimens. The ultimate
strength of the jacket and the concrete strength are the most
influential factors affecting the ultimate strength and strain
of the confined concrete (Berthet J.F and Ferrier E 2006). the
confinement effectiveness of FRP Jackets in concrete prisms
depends on concrete strength. The Concrete has a tendency
to dilate under axial compression. FRP jackets confine the
transverse dilation in concrete and create a state of tri-axial
compression that increases the strength of the concrete
(Mirmiran et al., 1998 and James et al, 2001). the
confinement characteristics of FRP-jacketed rectangular
reinforced concrete (RC) columns and studied the effects of
the aspect ratio of the rectangular cross-section. They found
that increasing the aspect ratio of the cross-section resulted
in a lower ultimate strength for a CFRP-jacketed RC column
(Cole C and Belarbi A, 2001). jacket delivers a uniform
confining stress around the circular concrete core. The
degree of enhancement was directly related to the corner
radius. As the shape changes away from circular i.e. from the
large corner radius to the small one, the applied stress start
to decrease with the lowest Yousef (2007). square /
rectangular sections are less effective than their circular
counterparts Wu and Wei (2010). columns of square section
and sharp corners evidenced no improvement of capacity,
nor ductility from being confined with CFRP jackets. In the
case of AFRP confinement there was improvement of load
capacity, but no significant improvement on ductility. The
improvement of axial load capacity gained, either from
jackets of AFRP, or CFRP was almost equal for cylindrical

columns Silva (2011). the Glass fiber wrapped specimens
typically failed by a fracture of GFRP composite at or near
the corner of the specimens due to the stress concentration
in those regions Raid Benzaid and Nasr-Eddine Chikh
(2008).
2. OBJECTIVE
Objective is to study Stress-strain relationship, Ultimate
compressive strength and failure strain of FRP confined
square concrete prisms by varying edges as corner radius,
chamfered and sharp.
3. PROPERTIES OF MATERIAL
Cement used for making prisms is OPC 53 grade (Bharathi
cement) was used for the entire experimental investigations.
The physical properties of the above tested according to
standard procedure, conforms to the requirements of IS
12269-1989. The properties are as follow: fineness of 0.8%,
specific gravity 3.85, consistency 34% of weight of cement.
The fine aggregate used in this study are clean river sand,
passing through 4.75mm sieve Fine aggregate have fineness
of 3.12, specific gravity 2.86, bulk density 1608 kg/m3, water
absorption 1% and grading for zone II. Machine crushed
stone with angular shape was used as coarse aggregate. The
minimum and maximum size of aggregate is 12.5mm and
20mm respectively Coarse aggregate have fineness of 8.08,
specific gravity 3.1, bulk density 1616 kg/m3, water
absorption 0.5%, maximum size of 20 mm and angular in
shape. Ordinary clean potable water free from suspended
particles was both for mixing of concrete and curing. E-Glass
FRP (Woven Mat) is used in the experiment. E-glass is the
most common type of glass fiber used in resin matrix
composite structures and was used in this investigation. The
principal advantages of E-glass are low cost, high tensile and
impact strength and high chemical resistance. The
disadvantages of E-glass, compared to other structural fibers
are lower modulus, lower fatigue resistance and higher fiber
self- abrasion characteristics. In general, fiber composites
behave linearly elastics to failure. GFRP and resin used have
tensile strength of 1750 and 2500 N/mm2, Elastic modulus
65 and 74 x103 N/mm2, thickness 2.6 and 1.8 mm, poison
ratio 0.23 and 0.29 respectively.
4. SPECIMEN DETAILS AND CASTING
In the present investigation, total 15 no. which were divided
into two sets as with and without wrapping of roved with E-
Glass FRP of Woven Mat (3 in each category). of concrete
prisms will be casted and be tested under compressive
loading; the types of the specimen are square prism 150 x
150 x 300 mm with sharp edges, square prism with corner
radius of 19 mm and 13 mm and square prism with
chamfered edge of 19 mm and 13 mm as shown in figure 1.
M30 mix design is adopted for the study. Ratio is 1:2:3.7 with
0.45 w/c ratio and 380kg/m3 of cement. The specimen
preparation work can be divided into two stages: making
concrete prisms and hand-apply the GFRP around these
prisms. The prisms were cast in vertical position. First mould
was filled to about the half height and then compacted using
damping rod. The mould was filled in three layers in the
same manner. The FRP bonding procedure was done in
accordance to ACI 440.2R-02. The entire installation
procedure consists of three major phases. They are Surface
preparation, Fabric preparation and Fabric installation. The
process flow chart is shown in figure 2.
Fig - 1. Chamfer and Corner Radius detailing
Fig - 2. Steps of FRP wrapping over prism
5. TESTING OF SPECIMEN
Specimens are tested in compression testing machine of
capacity 2000kN shown in figure 3. Specifically fabricated
steel square frames of 170 x 170mm were used to measure
strain in compression zone. Each frame can be fixed to the
prisms by means of two screws on either side of the prisms,
leaving clearance on each side as shown in figure 4. Dial
gauge of 0.01 mm of least count was fixed between two

square frames at top of the prism. The deformation indicated
by the dial gauge divided by the gauge length of 150 mm
gives strain at that level. From the load, corresponding
stresses were calculated. The test was continued until
specimens fails completely and from recorded reading,
stress-strain values were plotted.
Fig - 3. Speciment in compression testing machine
Fig - 4. Straing gauge with steel frame setup
6. RESULTS AND DISCUSSIONS
Results show a significant improvement of load carrying
capacity and failure strain with the use of FRP confinement.
Stress–strain curves, which characterize the confined
concrete, are bilinear whatever the strength of the concrete
core. This study reveals a significant change of behaviour
when the concrete is confined. The tests proved that the
benefits of confinement could be enhanced by the use of FRP
confinement, which can be seen from the results of testing
the compressive loading prisms. The failure mode for FRP-
confined concrete is the rupture of the FRP jacket due to hoop
tension and FRP delaminating. The breakage line was
generally perpendicular to the fibers. For whatever sharp
edge, chamfered edge, corner radius, the breakage line
appeared at a corner, specifically in corner radius exactly at
the end of the rounding. The failure of all of the confined
square columns took place at one of the corners within the
mid-height of the specimen as shown in figure 5. The stress
strain graph of comparing sharp edge with all other prisms
are shown in chart 1, 2, 3 and 4 correspondingly.
Fig - 5. Failure crack of concrete prisms
Chart - 1. Stress-Strain curve Comparing Sharp edge prism
without wrapping and FRP wrapped prism with corner
radius 19mm
0
10
20
30
40
50
60
0.000 0.003 0.006 0.009 0.012 0.015 0.018 0.021
STRESS(N/mm2)
STRAIN
Stress-Strain curve
Comparing Sharp edge prism without wrapping and FRP
wrapped prism with corner radius 19mm
Sharp Edged prism without
FRP wrapping
FRP wrapped prism with
corner radius 19mm

Chart - 2. Stress-Strain curve Comparing Sharp edge prism
without wrapping and FRP wrapped prism with corner
radius 13mm
Chart - 3: Stress-Strain curve Comparing Sharp edge prism
without wrapping and FRP wrapped prism with Chamfer
13mm
Chart - 4: Stress-Strain curve Comparing Sharp edge prism
without wrapping and FRP wrapped prism with Chamfer
19mm
7. CONCLUSION
The provision of FRP is an effective way of providing
additional confinement of concrete. The external
confinement with Fiber reinforced polymer composites can
significantly increase the strength of the specimen under
compressive loading. From the experimental results, while
comparing the ultimate stress between sharp edge and
corner radius of 13mm wrapped with Woven Roving Mat G-
FRP, the ultimate stress in corner radius increases 1.06 times
than the sharp edge prism. Similarly while comparing the
failure strain, corner radius prism increases 3.6 times than
the sharp edge prism For the ultimate stress between sharp
edge and corner radius of 19mm wrapped with Woven
Roving Mat G-FRP, the ultimate stress in corner radius
increases 1.12 times than the sharp edge prism. Similarly the
failure strain in the corner radius increases 1.31 times than
the sharp edge prism. For the ultimate stress between sharp
edge and chamfered edge of 13mm wrapped with Woven
the sharp edge prism. For the ultimate stress between sharp
edge and chamfered edge of 19mm wrapped with Woven
the sharp edge prism. The stress-strain curve for concrete
confined by FRP composites behaves bilinear and the stress-
0
5
10
15
20
25
30
35
40
45
50
0.000 0.003 0.006 0.009 0.012 0.015
STRESS(N/mm2)
STRAIN
Stress-Strain curve
Comparing Sharp edge prism without wrapping and
FRP wrapped prism with corner radius 13mm
Sharp Edged prism without
FRP wrapping
corner radius 13mm
0
5
10
15
20
25
30
35
40
45
0.000 0.003 0.006 0.009 0.012
STRESS(N/mm2)
STRAIN
Stress-Strain curve
wrapped prism with Chamfer 13mm
Sharp Edged prism without FRP
wrapping
chamfer 13mm
0
5
10
15
20
25
30
35
40
45
50
0.000 0.003 0.006 0.009 0.012 0.015
STRESS(N/mm2)
STRAIN
Stress-Strain curve
wrapped prism with Chamfer 19mm
Sharp Edged prism without FRP
wrapping
FRP wrapped prism with chamfer
19mm

strain curve traces the same path as that of unconfined
concrete until the jacket was activated. The failure of the
square columns always starts at one of the corners proving
that the stress concentration occurs at the corners The FRP
resists lateral deformation due to the compressive load and
results in a confining stress to the concrete core thereby
delaying the rupture of concrete and enhancing both the
ultimate compressive strength and the ultimate compressive
stain of the concrete.
8. SCOPE OF FUTURE STUDY
The stress-strain behaviour of plain concrete prisms with
different types of laterals should be studied. The stress-
strain behaviour of FRP confined concrete externally
strengthened with high strength fibre composite wraps of
CFRP and epoxy resin should be studied. A systematic study
is required to understand the effects of adverse
environmental condition (humidity, freezing and thawing)
on the deflection and ultimate load carrying capacity of the
FRP confined concrete. The effectiveness of various types of
corner radius of reinforced columns externally strengthened
with CFRP and GFRP should be studied. Case study on the
lateral and axial strain behaviour of FRP confined concrete
for eccentric and cyclic loading may also be attempted. An
analytical model can be made to determine the maximum
bearing capacity of concrete members with different cross
sections for different configurations.
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Comparative Study of Concrete Prisms Confined with G-FRP Wrapping Under Compressive Loading

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Comparative Study of Concrete Prisms Confined with G-FRP Wrapping Under Compressive Loading