A Comparison of Fibre Type in FRP Confined Concrete

This report evaluates the structural features and failure modes of fibre-reinforced polymer (FRP) confined concrete with various fibre arrangements, including GFRP and CFRP. The study involves casting and testing specimens with different FRP configurations, such as non-uniformly wrapped, partially wrapped, and fully wrapped cylindrical concrete. Results indicate that non-uniformly wrapped cylinders offer greater compressive strains and strengths compared to fully wrapped arrangements. The research also examines the impact of confinement levels on FRP confinement efficiency, noting variations in failure types and fracture surface angles in partially wrapped designs. The report delves into the mechanism of confinement, experimental setup, stress-strain relationships, and relevant equations for assessing compressive strength and strain in FRP-confined concrete columns. The findings contribute to a better understanding of FRP confinement effectiveness and provide insights for optimizing wrapping designs in concrete structures. Desklib offers a wide range of similar solved assignments and past papers for students.

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FRP CONFINED CONCRETE – A COMPARISON OF FIBRE TYPE
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Abstract
The aim of this paper is to evaluate the failure modes and structural features of fibre-reinforced
polymer confined concrete covered with various fibre-reinforced polymer arrangements. A
number of specimens were cast and put to test whereby some were used as the specimen for
reference while the rest of the specimens were covered with distinct classes of FRP such as
GFRP and CFRP using various arrangements for wrapping. They are as follows; non-uniformly
wrapped, partially wrapped and fully wrapped cylindrical concrete. Those are that are not
uniformly wrapped cylindrical concrete offer greater compressive strains and strengths for the
confined FRP concrete than the normal fully arrangement wrappings. The impact of the level of
the confinement regarding the efficiency in FRP confinement evaluation. Additionally, the
partially wrapped designs vary the types of failure and the angle of the surface of fracture.
Table of Contents

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1. Introduction..............................................................................................................................4
2. Mechanism of Confinement.....................................................................................................6
3. Experiment Program.................................................................................................................8
4. Setup test..................................................................................................................................9
5. Experimental discussion and results.......................................................................................11
6. Stress-strain relationships.......................................................................................................12
7. Conclusion..............................................................................................................................15
8. References..............................................................................................................................17

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1. Introduction
The common application the fibre-reinforced polymer is that it is used in increasing the strength
of the reinforced concrete columns that are in existence. It is presently popularly known that the
ductility and strength of concrete compressive arrangements may be enhanced greatly by
transverse wraps of the fibre-reinforced polymer. These easy to install, lightweight and non-
corrosive wraps may be applied to improve columns damaged due to corrosion, retrofit
seismically insufficient buildings and bridges and increase the weight of a load of low strength
members (Cao, et al., 2018).
Products from FRP can attain better or similar reinforcement aim of commonly applied products
made of metals such as bonded plates, pre-stressing tendons and reinforcing bars. Development
attempts and application of products in FRP components are worldwide to address the various
chances for concrete member reinforcements (Setia, 2018). Such attempts include;
a. Modified techniques of construction for improved utilization of strength features of FRP
and lower the costs of construction.
b. Techniques of producing high volume to lower the costs of manufacturing.
c. Optimizing the mixture of resin matrix and fibre to make sure that it compacts
maximally with Portland cement.
The usual relation amongst every product of FRP illustrated in this paper is the application of
continuous fibre such as carbon, aramid and glass confined in the resin matrix, this is the glue
that enables fibre to operate together as one element (Pour, et al., 2018). The applied resins are
thermoplastic such as polyethene terephthalate and nylon or thermosets such as vinyl ester and
polyester. Fibre-reinforced polymer components are distinguished from short fibres applied all

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over the world recently to strengthen cementitious products that are nonstructural called
concrete. The techniques of production of producing continuous fibres combined resin matrix
enable the FRP products to be tailored in that maximum concrete reinforcement is attained. The
common manufacturing technique widely used now is the process of pultrusion (Vincent &
Ozbakkaloglu, 2018).
An important study attempt for the previous 20 years has concentrated on the use of FRP
products for the embodiment of the concretes and various behavioural concerns have been
evaluated. A number of field uses have been recently implemented all over the world. Following
the present publication of design policy for FRP reinforced-concrete members, there has been a
greater effect of FRP on the retrofit and repair companies. Although there are many major areas
whereby it seems like the research fraternity have not come to an agreement, and such area is
linked to FRP embodied concrete's analytical modelling. Number of research in the literature
only look at the fully wrapped columns using FRP (Ferrotto, et al., 2018).
Accordingly, the existing design regulations for wrapped columns using FRP, for instance, the
Fib (2), TR 55(3) and ACI 440.2R-08 (8) are maximized to approximate the abilities of FRP
partially wrapped specimens. In this research, TR55 (3) and ACI 440.2R-08 (1) does not give
data on the effect of confinement of columns of concrete partially wrapping FRP. However, Fib
(2) proposes a reduction feature to consider the impact of columns partially wrapped. The
research by Fib (2) applies an assumption, given that the impact of steel ties confinement in
reinforced concrete column to examining the FRP column effectiveness when partially wrapped
(Pour, et al., 2018). Hence there is no experimental or theoretical explanation on FRP-
confinement in partial concrete. Following this, a research study in this area was to contrast the
effectiveness of confining the FRP columns in partial wrappings to the columns having full FRP

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wrappings. The similar quantity of FRP was put in wrappings in the same columns of the
concrete using distinct wrapping arrangements to attain a maximized wrapping design
(Pimanmas & Saleem, 2018).
2. Mechanism of Confinement
The confining technique of FRP concrete was brought for various situations even for the partial
and full confinement. (Huang, et al., 2018). Where a circular column of concrete is wrapped
horizontally using FRP all over its perimeter, the FRP jackets release lateral pressure that
confines the whole column. Numerous research are done aiming to examine the estimation of the
abilities and behaviours of the FRP fully wrapped columns. The spread of the pressure confined
is presumed to be the same along the axial axis and inside the cross section of the circular
columns (Bai, et al., 2017). Among the existing research, the model is applied in this research is
to establish the compressive strengths for FRP full wrapped columns as follows;
Equation 1
That is regards to fco’ together with fcc’ respectively being the compressive strength of
unconfined concrete along with the confined concrete. Whereas fl represents the efficacy
pressure for confinement.
Equation 2

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In that, Ef represents the FRP’s elastic modulus while d represents the section’s diameter of the
column, Ɛfe represents the FRP’s real rapture strain taking note of the hoop direction and t
represents the jacket FRP’s nominal thickness. This model is preferred as it offers a reliable
accuracy with the simplified form. This simplified model is utilized in order to determine a
simple and new strain model as shown in the sections that follow. The model of strain applied
while calculating the compressive axial strength from the confined concrete is;
Equation 3
In that, Ɛcc depicts an ultimate axial confined concrete tension, Ɛco represents the axial tension
when stress is at peak of the concrete that is not confined, ffe is the real FRP’s rupture strength
and k is equal 7.6 being the proportioning factor.
As mentioned earlier, the columns of the partially wrapped concrete with FRP have been
justified experimentally to raise their ductility and strength. The FRP partial wrapped concrete
columns have low efficiency in nature as compared to columns with full wrappings because both
the unconfined and confined areas are available. The same approach was used to find out the
confining pressure that is effective on the core of the concrete (Pan, et al., 2017). The efficient
confinement pressure was applied properly in the area of the concrete core where there is the full
production of the confining pressure as a result of the arching activity. In such instance, an
effective confinement coefficient (ke) was developed in order to hold account the partial
wrapping as shown below;
Equation 4

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Ac together with Ae respectively are the cross-sectional regions and regions of effective concrete
core confinement while s is the actual space between the double FRP bands. Accordingly, the
strength in compression of the partial wrapped concrete FRP columns with FRP are ascertained
as;
Equation 5
Ke is approximated based on illustrated in the below equation and equation 4 depicts the
confinement pressure equivalent from FRP, thought to be distributed equally down the column's
longitudinal axis.
Equation 6
Meaning, w represents the FRP band width.
3. Experiment Program
Test matrix
An overall 21 cylinders of confined FRP concrete along with 3 unconfined control test examples
were developed and put to test beneath monatomic loading. The specimen of the concrete
cylinders had a height of 300mm and diameter of 150mm. Every specimen were cast from the
similar bunch of concrete containing 54MPa compressive strength in 28 days.
The experiment schedule contains 3 cylinder types so as to able to examine the effectiveness of
the confinement between the fully and partially wrapping arrangements when it comes to the
maximization of the wrapping arrangement (Ribeiro, et al., 2018). The specimens notations

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involve three parts: one shows the kind of the confining FRP product, where "C" and "G" in a
respective manner represents CFRP and GFRP. The second segment can be represented by
letters "P", "R" or "F" indicating the name of the sub-class, that is, "p" for the partially wrapped
group, "R" is the reference group and "F" represents the fully wrapped specimens. The last
segment of notation in these specimen category is the number indicating the total layers in an
FRP (Feng, et al., 2018). Information about wrapping arrangements and specimens are shown in
the table below:
Table 1. Test matrix
4. Setup test
The FRP loop strains bands were estimated using 3 strain gages having a 5mm gage length. They
were placed at the central specimen height and spread uniformly far from the fully wrapped
specimens’ overlaps. Inside the specimens’ partial wrappings, 3 gages strains were
symmetrically bonded on a tie band while 3 others were bonded in the specimen’s mid-height on
a cover band. The specimen’s axial strain was calculated using the longitudinal compressor (Li,
et al., 2018). The linear variable differential transformer was put on the compresso-meter's top
ring in order to estimate the axial strain. This instrument is shown in the figure below;

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a. Partial FRP concrete column diagram.
b. Partial wrapping of FRP concrete columns.
Figure I: mechanism of confinement
Figure II: Testing instrument
The specimen’s compression tests were done by use of Denison machine of 500 tons testing
capacity. Plaster of great strength was used to cover the specimen to make sure that there was
complete touch between the specimen and the loading plate. Calibration was keenly conducted to

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make sure that specimens got mounted at the test machine’s middle position. Initially, every
specimen got filled, 30% of the unconfined specimen's capacity to determine their alignments. If
in any case, it was necessary, specimens were loaded again after unloading and realignment (Yu,
et al., 2018). Deflection was regulated at a rate of 0.5 mm per minute while tests were being
conducted. The readings of the strain gages, LVDT and load were documented using an
information logging system.
5. Experimental discussion and results
Test specimen modes of failure
As usual, fully wrapped specimen containing GF2 and CF3 FRP was unsuccessful by FRP
rupture at the central height. The specimens’ failure face when fully wrapped were perceived at
around 450 inclination. Meanwhile, specimens partially wrapped, that is, GP40 and CP60
indicated a number of fractures on the face of the concrete at a stress stage which is equivalent to
the unconfined concrete’s strength (Huang, et al., 2018). The concrete in the middle of the FRP
band close to the specimen’s outer face began to crush when the FRP bands had at the time
confined the concrete core. Correspondingly, fractures on the surface of the concrete came up
while there was an increase in the load applied. Upon the strain reaching at some high extent the
concrete in the middle of the FRP bands split whereas the concrete underneath the core as well as
the FRP bands remained confined. There was an explosive failure caused by the FRP rupture at
the centre height (Rong & Shi, 2018).
The failure face angle in regards to the specimens fully and partially wrapped was varied greatly.
The failure face was perceived at the space in the FRP bands’ middle. This failure face variation
relies on the FRP bands toughness as well as the wrapping arrangements. The axial confined

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concrete’s strain is high as compared to the strength of the unconfined concrete, the failure face
of 450 could initially have occasionally happened in the cores of the concrete. However, the FRP
bands combated the during high strain levels. Where the FRP bands are not strong enough to
prevent fracturing, the failure face occurs at around 450.On the hand, the FRP bands toughness in
CP60 specimen had sufficient strength as it rehabilitated the failure face. It is very crucial to
indicate that the FRP bands toughness impacts on the tangent modulus concrete confined with
FRP. Tangent modulus with less value leads to the collapse of the column stability because the
strength of the unconfined concrete is too much (Mansouri, et al., 2018).
Additionally, specimens having maximized wrapping arrangements that are not uniform showed
a distinct failure criterion from the rest. Where the amount of strain is similar to the unconfined
concrete strength level, the concrete remained confined by cover bands and FRP tie bands. As
the loading process continues, the slanting cover band strains as well as the tie bands were about
to be similar. The failure modes of such specimens are therefore the same as the specimens fully
wrapped. The specimen not uniformly wrapped was unsuccessful due to simultaneous FRP
rupture at the cover bands as well as the tie bands at the centre of the height (Moretti &
Arvanitopoulos, 2018).
6. Stress-strain relationships
Stress-strain correspondence with regards to the specimens already undergone a test are grouped
in two major kinds depending on the curves’ shapes of the stress-strain that includes descending
branch types and ascending branch types. Where concrete confined FRP column is strongly
confined, its strain and compressive strength have greatly increased as compared to the ones of
unconfined concrete. However, confined concretes having descending types of stress-strain
curves describe the concretes’ stress at the final strain under the unconfined concretes’