Abstract
The purpose of this paper is to investigate the flexural behavior of over-reinforced concrete beam enhancement by bolted-compression steel plate (BCSP) with normal reinforced concrete beams under laboratory experimental condition. Three beams developed with steel plates were tested until they failed in compression compared with one beam without a steel plate. The thicknesses of the steel plates used were 6 mm, 10 mm, and 15 mm. The beams were simply supported and loaded monotonically with two-point loads. Load-deflection behaviors of the beams were observed, analyzed, and evaluated in terms of spall-off concrete loading, peak loading, displacement at mid-span, flexural stiffness (service and post-peak), and energy dissipation. The outcome of the experiment shows that the use of a steel plate can improve the failure modes of the beams and also increases the peak load and flexural stiffness. The steel development beams dissipated much higher energies with an increase in plate thicknesses than the conventional beam.
Highlights
In the development of civil engineering, the increase in critical sections is essential for the improvement and strengthening of the critical section
The existing flexural cracks at web shear were increased through further load into flexure-shear cracks
A laboratory investigation was conducted on over-reinforced beams with a bolted compression steel plate arrangement using various thickness levels
Summary
In the development of civil engineering, the increase in critical sections is essential for the improvement and strengthening of the critical section. One of the most significant aspects is the over-reinforced section in the structure. Due to various reasons, improvement is essential in over-reinforced members to prevent brittle failure and undue aging. With this improvement, the beams possess higher ductility and stiffness, including high energy absorption to carry extra loads [1,2]. The most conventional techniques for the design of flexural beam in the brittle failure of concrete are not permitted by several international codes of practice [3,4] due to the low ductility of the members. According to ACI 318–02 and AS3600 [3,4], the reinforcement ratio of the flexural
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