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Non-ferrous compositely reinforced concrete columns

Non-ferrous compositely reinforced concrete columns
Non-ferrous compositely reinforced concrete columns

The experimental programme investigated the behaviour of 81 stocky concrete-filled E-glass FRP-composite columns subject to nominal eccentric load. The main parameters investigated were concrete strength, orientation of confining fibres, column slenderness and type of longitudinal FRP reinforcement. The experimental study found the greatest enhancement in load capacity was achieved using FRP-composites with fibres oriented in the hoop direction.

The failure mode of the columns was governed by the type of longitudinal FRP reinforcement. Failure of columns reinforced with additional carbon FRP bars were initiated by the failure of the FRP. Additional E-glass FRP-composite bars as longitudinal reinforcement were found to increase the post-crushing stiffness and the ultimate load capacity of the column. The compressive failure strain of the E-glass reinforcement with triaxial confinement was comparable to the tensile failure strain.

Second-order effects were found to be more significant at lower slenderness ratios in concrete-filled FRP-composite columns than for conventional R.C. columns. Furthermore, the benefits of FRP-confinement are negligible if the column slenderness ratio is greater than 12.

The proposed design method for concrete-filled FRP-composite columns uses the CONFINE computer model developed as part of this research. The deflected profile of the column is assumed to be approximated by a part sinusoidal waveform. The CONFINE model gives good correlation with the experimental data for concrete-filled glass FRP-composite columns subjected to small eccentricities of load. The mathematics of the model enables predictions of the deflections, curvature and strains in the columns over the entire load history with a high degree of confidence.

University of Southampton
Lillistone, Duncan
Lillistone, Duncan

Lillistone, Duncan (2000) Non-ferrous compositely reinforced concrete columns. University of Southampton, Doctoral Thesis.

Record type: Thesis (Doctoral)

Abstract

The experimental programme investigated the behaviour of 81 stocky concrete-filled E-glass FRP-composite columns subject to nominal eccentric load. The main parameters investigated were concrete strength, orientation of confining fibres, column slenderness and type of longitudinal FRP reinforcement. The experimental study found the greatest enhancement in load capacity was achieved using FRP-composites with fibres oriented in the hoop direction.

The failure mode of the columns was governed by the type of longitudinal FRP reinforcement. Failure of columns reinforced with additional carbon FRP bars were initiated by the failure of the FRP. Additional E-glass FRP-composite bars as longitudinal reinforcement were found to increase the post-crushing stiffness and the ultimate load capacity of the column. The compressive failure strain of the E-glass reinforcement with triaxial confinement was comparable to the tensile failure strain.

Second-order effects were found to be more significant at lower slenderness ratios in concrete-filled FRP-composite columns than for conventional R.C. columns. Furthermore, the benefits of FRP-confinement are negligible if the column slenderness ratio is greater than 12.

The proposed design method for concrete-filled FRP-composite columns uses the CONFINE computer model developed as part of this research. The deflected profile of the column is assumed to be approximated by a part sinusoidal waveform. The CONFINE model gives good correlation with the experimental data for concrete-filled glass FRP-composite columns subjected to small eccentricities of load. The mathematics of the model enables predictions of the deflections, curvature and strains in the columns over the entire load history with a high degree of confidence.

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Published date: 2000

Identifiers

Local EPrints ID: 464155
URI: http://eprints.soton.ac.uk/id/eprint/464155
PURE UUID: 38f0f1aa-993c-4052-a9dc-c404290a5efd

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Date deposited: 04 Jul 2022 21:21
Last modified: 04 Jul 2022 23:33

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Contributors

Author: Duncan Lillistone

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