Abstract
It is common knowledge that structural fires have led to a great loss of buildings and damage to property in the past two decades. Therefore, there is a growing need to provide approaches for post-fire repair of structural members to enhance their structural safety. This paper presents a state-of-the-art review on the repair of fire-damaged reinforced concrete (RC) members with axial load. The investigations into the effects of loading method, physical dimension and bonding behavior on the residual strength of members are presented. In the meantime, the available experimental investigations on the performance of fire-damaged RC members with axial load repaired with concrete jacketing, steel jacketing and fiber-reinforced polymer (FRP) jacketing are summarized. Moreover, models for predicting the residual strength of fire- damaged columns are reviewed.
Highlights
The ultimate strength of reinforced concrete (RC) columns degrades in fire due to the decrease in both the strength and stiffness of the material
Concrete jacketing is a typical concrete-strengthening method through increasing the sectional area to improve the ultimate strength of fire-damaged RC columns
Compared with three different horizontal reinforcement ratios of the fiber-reinforced concrete jackets, the tests results demonstrated that based on the interaction between the conventional reinforcement and fibers, ductility only existed in samples containing stirrups and fibers
Summary
The ultimate strength of RC columns degrades in fire due to the decrease in both the strength and stiffness of the material. All the jackets are placed around the damaged columns to increase the sectional area and provide the confinement of the concrete so as to directly or indirectly recover the designed ultimate strength of the damaged columns. Concrete jacketing is a typical concrete-strengthening method through increasing the sectional area to improve the ultimate strength of fire-damaged RC columns. The slenderness and axial compression ratio of the RC column can be decreased, and the stiffness of RC column can be grown because of the larger sectional area and more reinforcement. For the concrete jacketing, it cannot actively share the existing compression loading in the original RC column until it is subject to the additional loads. The stress lagging effect exists between the two parts, and the concrete jacketing cannot reach the limitation state while the original RC column has been failure
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