拱式地铁站结构地震响应对比分析及结构优化  

Contrastive Analysis of Seismic Response of Multi-Arch Subway Station Structures and Structure Optimization

作　　者：周晔[1] 戚承志[1] 陈国兴[2,3] 陈苏[2,3] 

机构地区：[1]北京建筑大学土木与交通工程学院,北京100044 [2]南京工业大学岩土工程研究所,南京210009 [3]江苏省土木工程防震技术研究中心,南京210009

出　　处：《地下空间与工程学报》2016年第4期975-983,共9页Chinese Journal of Underground Space and Engineering

基　　金：北京市属高等学校创新团队建设与教师职业发展计划项目(IDHT20130512);国家自然基金(51174012);北京市自然科学基金(KZ200810016007);国家重点基础研究发展计划(973)项目(2010CB732003)

摘　　要：用有限差分分析软件FLAC3D,建立了土-地铁站结构相互作用的非线性动力数值计算模型。分析了相同埋深及地质环境下,两种连拱式地铁站结构在不同地震动作用下的动应力、相对位移和加速度响应规律,总结了两种地铁车站结构形式在抗震性能方面的优缺点。并对Z1型地铁站的结构形式进行了两种优化,用数值方法检验了优化后车站结构的抗震性能。检验结果表明,优化方案B具有较好的抗震性能:在Kobe波作用下,Mises应力峰值下降14.8%,最大主应力峰值下降18.8%;在Loma Prieta波作用下,Mises应力峰值下降7%,最大主应力峰值下降23.2%。The FDM software FLAC3 Dwas adopted for non-linear dynamic numerical computation modelsto model soil-structureinteraction of metro station. The seismic dynamic stress,horizontal relative displacement and acceleration response of two kinds of multi-arch subway station structures at the same buried depth and geological environment conditions were analyzed. Both the advantages and disadvantages of the two subway station structures in seismic resistance were summarized. Furthermore,the Z1 type of subway station structure was optimized by two variants,and the seismic performance of the optimized station structure is verified by numerical method. The numerical results show that the optimization variant B has better anti-seismic property. Under Kobe ground motion,the peak of Von Mises stress dropped by 14.8%,and the peak of maximum principal stress dropped by 18. 8%,and that the peak of Von Mises stress dropped by 7%,and the peak value of maximum principal stress dropped by 23.2% under Loma Prieta ground motion.

关 键 词：拱形结构 地铁车站 地震反应 对比分析 

分 类 号：TU435[建筑科学—岩土工程]