Assessment of ultimate drift capacity of RC shear walls by key design parameters

C. Netrattana, R. Taleb, Hidekazu Watanabe, S. Kono, D. Mukai, M. Tani, M. Sakashita
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引用次数: 2

Abstract

The latest version of the Standard for Structural Calculation of Reinforced Concrete Structures, published by the Architectural Institute of Japan in 2010 [1], allows the design of shear walls with rectangular cross sections in addition to shear walls with boundary columns at the end regions (referred to here as “barbell shape”). In recent earthquakes, several reinforced concrete (RC) shear walls were damaged by flexural failures through concrete compression crushing accompanied with buckling of longitudinal reinforcement in the boundary areas. Damage levels have clearly been shown to be related to drift in structures; this is why drift limits are in place for structural design criteria. A crucial step in designing a structure to accommodate these drift limits is to model the ultimate drift capacity. Thus, in order to reduce damage from this failure mode, the ultimate drift capacity of RC shear walls needs to be estimated accurately. In this paper, a parametric study of the seismic behaviour of RC shear walls was conducted using a fibre-based model to investigate the influence of basic design parameters including concrete strength, volumetric ratio of transverse reinforcement in the confined area, axial load ratio and boundary column dimensions. This study focused on ultimate drift capacity for both shear walls with rectangular sections and shear walls with boundary columns. The fibre-based model was calibrated with experimental results of twenty eight tests on shear walls with confinement in the boundary regions. It was found that ultimate drift capacity is most sensitive to axial load ratio; increase of axial load deteriorated ultimate drift capacity dramatically. Two other secondary factors were: increased concrete strength slightly reduced ultimate drift capacity while increased shear reinforcement ratio and boundary column width improved ultimate drift capacity.
基于关键设计参数的RC剪力墙极限承载力评估
2010年日本建筑研究院发布的最新版《钢筋混凝土结构计算标准》[1],除了允许设计端部有边界柱的剪力墙外,还允许设计矩形截面的剪力墙(此处简称“杠铃形”)。在近年来的地震中,一些钢筋混凝土剪力墙由于混凝土压缩破碎并伴有边界区域纵向钢筋屈曲而发生弯曲破坏。损伤程度已被清楚地证明与结构的漂移有关;这就是为什么在结构设计标准中有漂移限制。设计结构以适应这些漂移限制的关键步骤是对最终漂移能力进行建模。因此,为了减少这种破坏模式对剪力墙的破坏,需要准确估算剪力墙的极限漂移能力。本文采用基于纤维的模型对钢筋混凝土剪力墙的抗震性能进行了参数化研究,研究了混凝土强度、约束区内横向配筋体积比、轴向载荷比和边界柱尺寸等基本设计参数的影响。本文研究了矩形截面剪力墙和边界柱剪力墙的极限位移能力。用边界区约束剪力墙的28次试验结果对基于纤维的模型进行了标定。研究发现,极限漂移能力对轴向载荷比最为敏感;轴向载荷的增加使极限漂移能力急剧恶化。另外两个次要影响因素是:混凝土强度的增加略微降低了极限漂移能力,而剪力配筋率和边界柱宽度的增加提高了极限漂移能力。
本文章由计算机程序翻译,如有差异,请以英文原文为准。
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