Effect of combining steel fibers with crumb rubber on enhancing the behavior of beam-column joints under cyclic loading

被引:15
作者
AbdelAleem, Basem H. [1 ]
Hassan, Assem A. A. [1 ]
机构
[1] Mem Univ Newfoundland, Fac Engn & Appl Sci, St John, NF A1B 3X5, Canada
关键词
Beam-column Joints; Shear strength; Energy dissipation; Coarse aggregate size; Structural element; Ductility; Reinforcement; Loading; Cracking; Failure; Steel fibers; SELF-CONSOLIDATING CONCRETE; SHEAR BEHAVIOR; MECHANICAL-PROPERTIES;
D O I
10.1016/j.engstruct.2018.12.089
中图分类号
TU [建筑科学];
学科分类号
0813 ;
摘要
This investigation aims to study the structural performance of beam-column joints under reverse cyclic loading. Different self-consolidating concrete (SCC) mixtures with various percentages of crumb rubber (CR) and steel fibers (SFs) were tested. The effect of combining different lengths and volumes of SFs with CR on enhancing the ductile behavior of the tested joints was investigated. The main parameters were the percentage of CR (0%-25% by volume of sand), coarse aggregate size (10 mm and 20 mm), concrete type (SCC and vibrated concrete), length of SFs (35 mm and 60 mm), and volume of SFs (0%, 0.35%, and 1%). The structural performance of the tested beam-column joints was evaluated based on load carrying capacity, load deflection response, initial stiffness, rate of stiffness degradation, failure mode, cracking behavior, displacement ductility, brittleness index, and energy dissipation. The results indicated that combining SFs with CR significantly improved the deform ability, ductility, energy dissipation, initial stiffness, cracking behavior, first crack load, and load carrying capacity of beam-column joints under reverse cyclic loading. The results also showed that at high percentage of CR (20%), using a larger coarse aggregate (20 mm compared to 10 mm) helped to improve the shear capacity of the joint and changed the failure mode from BJ-mode to B-mode, which enhanced the load carrying capacity, ductility, and energy dissipation of the tested joint.
引用
收藏
页码:510 / 527
页数:18
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