摘要
本文分析了考虑梁侧楼板有效翼缘宽度范围内板配筋的框架柱端弯矩增大系数可靠指标关系,表明考虑梁侧现浇楼板配筋,抗震规范给出的柱端弯矩增大系数难以实现梁铰屈服机制,柱端出现塑性铰难以避免。分析表明,柱端弯矩增大系数取值达到2.0以上,才能满足建筑结构安全等级为二级时延性破坏的可靠指标β基准值。
In this paper,the relationship between the reliable indicator of CMAF and the effective flange width of reinforcement is analyzed. As the CMAF of code for seismic design of buildings is difficult to realize beam-hinge yielding mechanism,and the plastic hinges appearing at the column end may be difficult to avoid. The result shows that it can satisfy the reliability index of the ductile failure of the structural safety grade-two grade when the CMAF reaches 2.0.
出处
《工程抗震与加固改造》
北大核心
2016年第3期73-77,129,共6页
Earthquake Resistant Engineering and Retrofitting
基金
国家自然科学基金资助项目(51368007)
广西高校科学技术研究重点项目(2013ZD047)
广西自然科学基金项目(2014GXNSFAA118327)
关键词
柱端弯矩增大系数
框架
现浇楼板
强柱弱梁
可靠指标
CMAF
frames
cast-in-place floor slab
strong column-weak beam
yielding mechanism
reliable indicator
