钢筋混凝土框架柱的变形能力及基于性能的抗震设计方法  

Deformation capacity and performance-based seismic design method for RC frame columns

作　　者：吕西林[1] 周定松[1] 蒋欢军[1] 

机构地区：[1]同济大学土木工程防灾国家重点实验室,上海200092

出　　处：《地震工程与工程振动》2005年第6期53-61,共9页Earthquake Engineering and Engineering Dynamics

基　　金：国家自然科学基金项目(50025821);上海市重点学科建设项目

摘　　要：框架柱的变形能力主要取决于轴压比和约束箍筋用量,本文建立了柱塑性铰区配箍特征值λcv、轴压比n及塑性铰极限转动量puθlc之间的函数关系,即λcv-n-puθlc关系式,并与柱试验数据进行了对比,计算公式与试验结果在平均意义上吻合很好。文中推导了柱截面λcv-n-μc关系式,建立了配箍特征值λcv、轴压比n、柱曲率延性μc之间的关系。在本文公式的基础上,讨论了按现行抗震设计规范最小配箍要求的RC框架柱所达到的最大变形能力,同时指出规范的构造要求并不总满足特定的变形要求。文中提出了框架柱的性能设计方程,给出了框架柱在指定性能目标D I下基于性能的抗震设计方法的基本过程。Deformation capacity of RC columns is influenced by axial compression ratio n and confining reinforcement characteristic value λcv. The formulation of plastic hinge deformation capacity of RC columns in form of λcv-n-θplc^u is established, and this formulation creates the relationship among axial compression ratio n, confining reinforcement characteristic value λcv and ultimate plastic hinge rotation of RC column θplc^u. At the same time, the formulation is evaluated with a lot of column tests, and the result shows that λcv calculated by the formulation approaches test data is very good in average meaning. The deformation capacity formulation of RC column section in form of λcv-n-μcφ is derived, and the relationship among axial compression ratio n, confining reinforcement characteristic value A, and section curvature μcφ is specified. Based on the formulations of this paper, ultimate deformation capacities of RC frame columns which are designed to have confining reinforcements according to current China seismic design code are discussed. It is found that deformation capacities of these RC columns do not always satisfy the specified deformation requirements. Performance design equation of RC frame column is proposed, and the performance-based seismic design process of RC column is presented according to DI.

关 键 词：框架柱 变形能力 性能设计方程 基于性能的设计方法 

分 类 号：P315.951[天文地球—地震学]