Development of R/C structures with columns an shear walls using un-bonded reinforcing bars

本研究的目的是开发利用无粘结高强度纵筋的钢筋混凝土柱来减少剧烈地震作用后残余侧向位移的钢筋混凝土建筑。同时，通过在框架剪力墙的边柱中加入不粘结的纵向钢筋，提高框架剪力墙受弯破坏后的横向漂移能力。总结如下：(1)R /C柱受弯后经验侧向漂移角Ro与残余侧向漂移角Rr的关系。Ro与Rr的关系由1993-1993年AIJ年会技术论文中的实验数据得到。当经历侧向漂移大于1%时，残余侧向漂移逐渐增大。(2)无粘结纵筋R/C柱的滞回响应：在大位移作用下，无粘结高强筋R/C柱的残余侧向位移增加量小于有粘结普通筋R/C柱的残余侧向位移增加量。在未粘结纵向钢筋的试件中观察到自定心迟滞响应。在经历侧向漂移角为3%的阶段，未粘结柱的残余侧向漂移较小。(3)边柱采用无粘结纵向配筋的R/C框架剪力墙的滞回响应研究采用无粘结纵向配筋可提高剪力墙的侧移能力。受压侧的边柱端部需加装约束筋，以进一步提高其变形能力。(4)柱加无粘结钢筋的十字型组合式框架的滞后响应：由于梁柱节点和梁发生塑性变形，框架的残余位移大于柱的残余位移。

The aim of this study is to develop the reinforced concrete buildings whose residual lateral drift was decreased after severe earthquake excitation by using the R/C columns with un-bonded high strength longitudinal reinforcing bars. Also, this study intend to improve the lateral drift capacity of framed shear walls failed in flexure by using the un-bonded longitudinal reinforcing bars in their edge columns. The followings were concluded.(1)Relation between the experienced lateral drift angle, Ro, and the residual one, Rr, on the R/C columns failed in flexureThe relation between Ro and Rr was obtained by the experimental data mentioned in the technical papers of AIJ annual meeting printed in 1993-1993. The residual lateral drift increased gradually at the stage where the experienced lateral drift was over 1%.(2)Hysteresis response of R/C columns with un-bonded longitudinal reinforcing barsThe increase of the residual lateral drift of the columns with un-bonded high strength bars was less than that of the columns with bonded normal ones under the large drift. The self-centering hysteresis response was observed in the specimens with the un-bonded longitudinal reinforcing bars. The residual lateral drift of columns with un-bonded bars was small at the stage where the experienced lateral drift angle was 3%.(3)Hysteresis response of R/C framed shear walls with their edge columns reinforced by un-bonded longitudinal reinforcing barsThe lateral drift capacity of shear walls was improved by using the un-bonded longitudinal reinforcing bars. The end of edge column in the compression side required the confinement bars in order to improve more the deformation capacity.(4)Hysteresis response of cross type sub-assemblage frame with the column reinforced by the un-bonded barsThe residual drift of the frame was larger than that of the columns because the plastic deformation of the beam-column joint and the beams occurred.