摘要
根据多遇和罕遇地震作用水平地震影响系数间的相互关系，导出了正常配筋情况下楼层屈服强度系数的近似计算公式，得出了同时满足多、罕遇地震作用下抗震变形要求的层间弹性位移角限值，将罕遇地震作用下的薄弱层抗震变形验算归并到多遇地震作用下的抗震变形验算中，避免了截面配筋后可能因罕遇地震作用下弹塑性变形验算不满足要求而重新进行截面设计的麻烦，并提供了一种合理选择截面尺寸的方法，简化了钢筋混凝土框架结构设计。
According to the mutual relation of horizontal earthquake effect coefficientsunder common and seldom earthquake,the approximate formula is derived of the floor yieldstrength coefficient under common reinforcement. The limit value of elastic displacement angle of every floor is obtained which can meet the demands of deformation under both commonand seldom earthquake. Therefore, the deformation checking computation under seldomearthquake is merged into the common one. And the trouble is avoided of repeat design if thedemand of deformation under seldom earthquake has not been met. The design method of theframe structures is simplified. Meanwhile,it is also a method of selecting sections rationally.
出处
《南京建筑工程学院学报》
1994年第4期10-14,共5页
Journal of Nanjing Architectural and Civil Engineering Institute(Natural Science)
基金
国家自然科学基金
关键词
钢筋混凝土
框架
地震
弹塑性
变形
计算
framed structures
earthquakes
elastic-plastic: deformation
