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cracks remain open in the beam end of the joints indicating that
some residual plastic deformation is present, and (ii) RETROFIT,
when detailing of the beam reinforcement is not done adequately
at the design/construction stage and subsequently there is a dan-
ger of potential plastic hinge cracks penetrating to the joint core.
FRP strengthening can help in both cases. Bonding FRPs to the sides of the beam(i.e. web-bonded FRPs) and anchoring the ends (so that
premature de-bonding does not occur) is the rehabilitationmethod
investigated in this study. While other arrangements are possible,
the author’s choice here has been the use of web-bonded FRP due
to ease of application. A review of studies on FRP strengthening of
RC beam and beam–column joints by previous researchers is pre-
sented in the following, after which some studies on traditional
ways of relocating plastic hinges are reviewed. Analytical models
in these studies and their corresponding validation tests are pre-
sented in this review.
Traiantafillou and Plevris [3] developed an analytical model to
describe failure mechanisms such as FRP rupture, steel yield, con-
crete crushing and de-bonding in RC beams strengthened with
epoxy-bonded fibre-composite materials. Traiantafillou and Plevris
[3] also conducted an experimental programme in order to confirm
the results of their analytical model.Wang and Chen [4] performed
an analytical study on the behaviour of RC T-beams retrofitted
with CFRP plates for flexure and GFRP plates for shear. Duthinh
and Starnes [5] tested seven pre-cracked concrete beams rein-
forced internally with varying amounts of steel and externally with
pre-cured CFRP plates, concluding that, compared to a beam rein-
forced heavily with steel only, beams reinforced with both steel
and carbon have adequate deformation capacity, in spite of their
brittle mode of failure. More recently, Toutanji et al. [6] reported
a study on the flexural behaviour of RC beams externally strength-
ened with CFRP sheets. They found that the load-carrying capacity
increased significantly but the ductility reduced with the number
of layers of carbon fibre sheet, while the beams failed by rupture
of FRP or by FRP delamination. Shrestha and Smith [7] reported a
detailed experimental investigation on FRP-strengthened shear
deficient exterior RC beam–column connections by the omission
of transverse reinforcement in the joint region using extensive
strain gauging of FRP, internal steel reinforcement and concrete
face. Based on their experimental results, Shrestha and Smith pro-
posed an analytical model to predict the contribution of FRP to the
joint shear strength and compared it against test results. Smith and
Shrestha [8] also carried out a systematic review of experimental
research on the FRP-strengthening of RC connections and an eval-
uation of the effectiveness of the strengthening schemes. Oehlers
[9] developed a generic standard for reinforced concrete beams
retrofitting with FRP and steel plates under the auspices of stan-
dards Australia. In this guideline, both generic de-bonding mecha-
nisms as well as generic interface material failure mechanisms are
considered. As the plates can be attached to any surface of an RC
beamor slab including tension face plates, compression face plates,
side plates and combinations of plates, structural engineers can de-
sign retrofitting schemes with ease using his standard. Oehlers [9]
covered the adhesively bonded plates as well as bolted plates for
all de-bonding mechanisms. Among these, Oehlers reported that
the side plates may not be as efficient in increasing the flexural
capacity as tension face plates although reiterated that: (i) side