Seismic Retrofit of Reinforced Concrete Beam-Column Joints with CFRP Composites

Shiohara, Hitoshi; Kusuhara, Fumio; Tajiri, Seitaro; Fukuyama, Hiroshi

doi:10.1061/41084(364)133

Cited by 11 publications

(13 citation statements)

References 3 publications

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“…For retrofit RT-A-sw, for which the beams are not strengthened, only a 13.5% increase in strength is observed. This is similar to the 12.8% strength increase reported by Shiohara (2009) for interior joint specimens without slab and transverse beams (i.e. a cruciform specimen) retrofitted with vertical FRP strands.…”

Section: Lateral Load Capacitysupporting

confidence: 86%

“…a cruciform specimen) retrofitted with vertical FRP strands. The similarity between the performance of the specimen with selective weakening here and the cruciform specimens of Shiohara (2009) is suggestive that existing retrofit guidance (and implied retrofit effectiveness), which is largely based on experiments with cruciform specimens, could be applicable also to schemes with selective weakening with little modification.…”

Section: Lateral Load Capacitymentioning

confidence: 60%

“…However, practically achieving the vertical continuity of the FRP is complicated for interior joints by the presence of the slab, and has only been addressed by very few experimental campaigns (e.g. Shiohara et al 2009).…”

Section: Scheme Rt-amentioning

confidence: 99%

“…To provide continuity of the longitudinal column strengthening sheets through the joint, vertical FRP strands are used. These are inspired by previous efforts by Shiohara (2009), who used FRP anchor ropes at the corners of columns in beam-column joints. Rather than proprietary FRP anchors available in Japan, in this scheme 750 mm wide CFRP sheets, rolled into strands and glued together using epoxy are used (see Fig.…”

Section: Scheme Rt-amentioning

confidence: 99%

“…Significant experimental research to improve the behaviour of beam-column joint sub-assemblies can however be found in the literature. For instance, tests on two retrofitted one-third scale interior joints indicate that the use of fan-shaped carbon-fibre anchors may be a viable solution to achieve continuous retrofit of columns through joints for an improved strength hierarchy (Shiohara et al 2009). The work of Akguzel and Pampanin (2012), highlights the potential of combining FRP retrofits with selective weakening of slabs to promote a more ductile and dissipative beam hinging failure mode in 2/3-scaled corner joint specimens with slabs.…”

Section: Introductionmentioning

confidence: 99%

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Experimental Comparison of Novel CFRP Retrofit Schemes for Realistic Full-Scale RC Beam–Column Joints

Pohoryles

Melo²,

Rossetto³

et al. 2018

J. Compos. Constr.

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Existing reinforced concrete (RC) moment-resisting frames (MRF) built with inadequate detailing or before the introduction of detailed seismic design codes (pre-1970s) are highly vulnerable to brittle failure mechanisms under earthquake loading. To prevent potentially catastrophic failures and consequent human and economic losses in future earthquakes, efficient and practical retrofit solutions are required for these buildings. This paper presents an experimental study focused on the development of retrofit solutions that adopt carbon fibre reinforced polymers (CFRP) to improve the seismic performance of existing RC MRF at their beam-column connections. It is highlighted that to date, most experimental studies in this field have used simplified test specimens that have ignored the presence of slabs and secondary beams at beam-column connections. This may lead to an unrealistic assessment of FRP retrofit schemes. Hence, in this study, results from six full-scale cyclic tests on typical pre-1970's interior beam-column joints with slab and transverse beams are presented. The tests are used to assess three proposed CFRP schemes composed of a combination of FRP strengthening methods and selective slab weakening. Each scheme is designed to meet a distinct retrofit objective: (1) enhancement of the lateral load capacity (2) enhancement of ductility and (3). enhancement of the lateral load capacity, ductility, as well as changing the dominant failure mode of the joint from a column hinging mechanism to one where the plasticity is mainly concentrated in the beams. A comparison of the retrofitted specimens to the behaviour of a deficient specimen and a specimen designed to modern guidelines (EC8), highlights the successful achievement of the respective retrofit objectives and the necessity to weaken the slab to achieve a favourable failure mechanism that will allow compliance to be achieved with current retrofit codes.

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Section: Lateral Load Capacitysupporting

confidence: 86%

Section: Lateral Load Capacitymentioning

confidence: 60%

Section: Scheme Rt-amentioning

confidence: 99%

Section: Scheme Rt-amentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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