The current status of the reinforcement layouts stated in the codes and frequently used in new construction areas needs to be evaluated and determining its effects on the behavior of structural elements may provide essential contributions to the field. For this purpose, conventionally reinforced, diagonally reinforced (confinement of individual diagonals),and diagonally reinforced with full confined section concrete coupling beam specimens were designed according to ACI 318-14 and Turkish Earthquake Code 2018 in this study. ½-scale test specimens with aspect ratio two were tested under quasi-static cyclic loading using a new complex experimental setup. According to the results obtained, while for conventionally reinforced coupling beams ductile hysteretic behavior remained at 2.0% drift, for diagonal reinforced coupling beams it sustained up to 4.0% drift. Although the diagonal reinforcement enhanced ductility capacity of coupling beams compared to conventionally reinforced coupling beams having a comparably low post-elastic behavior, high ductility demands in the code requirements did not meet. For the same reinforcement ratio and layout, individual confinement around diagonal bars retarded bar buckling and ultimate strength and ductility capacity increased slightly compared to diagonally reinforced coupling beam with full confined section. After all, bar buckling that occurred after the life safety performance level given in the codes was seen at 3.5–4.0% drift. Diagonal reinforcing bars ensured life safety performance level up to 4.0% drift, but it remained at 3.0% drift for conventional reinforcement.

中文翻译：

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钢筋混凝土连接梁在准静态荷载作用下循环行为的试验研究

需要评估规范中规定并在新建筑区域中经常使用的钢筋布局的现状，并确定其对结构元素行为的影响可能对该领域做出重要贡献。为此，在本研究中，根据 ACI 318-14 和土耳其地震规范 2018，设计了常规钢筋、对角钢筋（单个对角线的限制）和对角钢筋全约束截面混凝土连梁试件。使用新的复杂实验装置在准静态循环载荷下测试了纵横比为 2 的 ½ 尺度试样。根据获得的结果，对于常规加强连梁，延性滞后行为保持在 2.0% 的漂移，而对角加强连梁则持续高达 4。0% 漂移。尽管与具有相对较低的后弹性行为的常规增强连梁相比，对角钢筋增强了连梁的延展能力，但未能满足规范要求中的高延展性要求。对于相同的配筋率和布局，与全约束截面的对角钢筋连梁相比，对角钢筋周围的单独约束延迟了钢筋屈曲，极限强度和延性能力略有增加。毕竟，在规范中给出的生命安全性能水平之后发生的钢筋屈曲发生在 3.5-4.0% 的漂移。斜钢筋确保生命安全性能水平高达 4.0% 的漂移，但传统钢筋仍保持在 3.0% 的漂移。尽管与具有相对较低的后弹性行为的常规增强连梁相比，对角钢筋增强了连梁的延展能力，但未能满足规范要求中的高延展性要求。对于相同的配筋率和布局，与全约束截面的对角钢筋连梁相比，对角钢筋周围的单独约束延迟了钢筋屈曲，极限强度和延性能力略有增加。毕竟，在规范中给出的生命安全性能水平之后发生的钢筋屈曲发生在 3.5-4.0% 的漂移。斜钢筋确保生命安全性能水平高达 4.0% 的漂移，但传统钢筋仍保持在 3.0% 的漂移。尽管与具有相对较低的后弹性行为的常规增强连梁相比，对角钢筋增强了连梁的延展能力，但未能满足规范要求中的高延展性要求。对于相同的配筋率和布局，与全约束截面的对角钢筋连梁相比，对角钢筋周围的单独约束延迟了钢筋屈曲，极限强度和延性能力略有增加。毕竟，在规范中给出的生命安全性能水平之后发生的钢筋屈曲发生在 3.5-4.0% 的漂移。斜钢筋确保生命安全性能水平高达 4.0% 的漂移，但传统钢筋仍保持在 3.0% 的漂移。