城市轨道交通矩形地下结构层间位移角研究
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摘要
城市轨道交通矩形地下结构抗震设计时,除了强度验算外,还需要变形验算。矩形地下结构在横截面一般可简化为矩形框架,可以使用层间位移角作为变形控制指标。参考地面建筑框架结构层间位移角的已有成果,通过分析地面建筑和地下建筑的异同,并统计了国内46组钢管混凝土框架和145组型钢混凝土框架的层间位移角的试验数据,结合城市轨道交通结构的特点和我国的国情,得出了城市轨道交通矩形地下结构的层间位移角的不同性能要求下的限值:小震、中震、大震下的限值分别为1/550、1/250、1/70。
Both strength checking and deformation checking are necessary to seismic design of urban mass transit rectangular underground structures. Rectangular underground structures could in general be simplified as rectangular framework,then the story drift angle is selected as formation index. Performance index values of urban mass transit rectangular underground structure story drift angle are put forward by reference to modified performance index values of ground structure story drift angle,which was based on a statistical analysis for experiment data of forty-six groups concrete-filled steel tubular frames and one hundred forty-five groups steel-reinforced concrete frames and took into account similarities and differences between surface structures and underground structures. It is found in the study that taking into account characteristic of urban mass transit structures and the situation in China,limiting values of different performance levels are as follows: 1 /550,1 /250 and 1 /70 in case of frequent earthquake, design earthquake and rare occurrence earthquake respectively.
Both strength checking and deformation checking are necessary to seismic design of urban mass transit rectangular underground structures. Rectangular underground structures could in general be simplified as rectangular framework,then the story drift angle is selected as formation index. Performance index values of urban mass transit rectangular underground structure story drift angle are put forward by reference to modified performance index values of ground structure story drift angle,which was based on a statistical analysis for experiment data of forty-six groups concrete-filled steel tubular frames and one hundred forty-five groups steel-reinforced concrete frames and took into account similarities and differences between surface structures and underground structures. It is found in the study that taking into account characteristic of urban mass transit structures and the situation in China,limiting values of different performance levels are as follows: 1 /550,1 /250 and 1 /70 in case of frequent earthquake, design earthquake and rare occurrence earthquake respectively.
引文
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[4]吕西林,王亚勇,郭子雄.建筑结构抗震变形验算[J].建筑科学,2002,18(1):11-15.
[5]马宏旺,吕西林,陈晓宝.建筑结构“中震可修”性能指标的确定方法[J].工程抗震与加固改造,2005,27(5):26-32.
[6]吕静,刘文峰,王晶.钢筋混凝土框架结构抗震性能目标的量化研究[J].工程抗震与加固改造,2011,33(5):80-87.
[7]姚群凤,孙钧.城市地铁系统震害与对策[A]//岩土力学的理论与实践—第三届全国青年岩土力学与工程会议论文集[C].南京:河海大学出版社,1998.
[8]艾磊,刘洪兵,聂景伟.框架结构的基于位移概率统计的可靠度分析[J].科学技术与工程,2012,12(1):76-80.
[9]张桦.钢筋混凝土框架结构抗震性能等级研究[D].上海:同济大学,2009.
[10]董正方.轨道交通地下结构横向抗震设计方法与性能指标研究[D].上海:同济大学,2013.
[11]刘祥庆.地铁地下结构地震反应分析方法与试验研究[D].北京:清华大学,2008.
[12]Nishiyama S.,Muroya K.,Haya H.,et al.Seismic design of cut and cover tunnel based on damage analyses and experimental studies[J].QR of RTRI,1999,40(3):158-164.
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