两层三跨框架式地铁地下车站结构弹塑性工作状态与抗震性能水平研究
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摘要
针对目前缺乏对现有地铁地下车站结构抗震性能水平的认识,根据相关规范的规定,设计了7种研究不同场地类别,并考虑输入地震动强度,分析了两层三跨框架式地铁地下车站结构的动力损伤特性及其抗震水平。结果表明,地铁地下车站结构的弹性和弹塑性工作性态层间位移角限值分别小于地面钢筋混凝土框架结构的对应值;同时,地铁地下车站结构从弹性极限工作状态到弹塑性极限工作状态所对应的层间位移角的差值也较小,说明其抗震延性明显比地面钢筋混凝土框架结构的要差。基于计算结果,分析了不同输入地震动强度下地下结构层间位移角、结构与土体的刚度比和输入峰值加速度之间的关系,建立了该类地铁地下车站结构层间位移角随地下结构与地基的刚度比和输入地震波峰值加速度变化的预测公式,以及该类地下车站结构层间位移角限值与抗震性能水平的一一对应关系,初步给出了该类地下车站结构基于层间位移角的抗震性能水平划分和物理描述。
The seismic performance of subway underground station has not been understood enough. According to the rules in the seismic codes of China, different stiffness ratios of underground structure to the surrounding soil foundation are designed. Considering the effects of the input earthquake waves, the elasto-plastic working states and seismic performance levels of a frame-type subway underground station are studied. Firstly, it is proved that the limit interlayer displacement angles of the subway underground station in the elastic or elasto-plastic working states are smaller than those of ground reinforced concrete frame structure. At the same time, the difference between the limit interlayer displacement angles of subway underground station is also smaller than that of ground reinforced concrete frame structure, which proves that the seismic performance of subway underground station is worse than that of ground reinforced concrete frame structure. According to the relationships among the interlayer displacement angles, the peak accelerations of the input ground motion and the stiffness ratios of structure to the nearby soil foundation, some empirical formulas are given to calculate the interlayer displacement angles of subway underground station. Finally, according to the relationship between the earthquake damage states and the interlayer displacement angles, the seismic performance of subway underground stations are divided into five levels and described.
The seismic performance of subway underground station has not been understood enough. According to the rules in the seismic codes of China, different stiffness ratios of underground structure to the surrounding soil foundation are designed. Considering the effects of the input earthquake waves, the elasto-plastic working states and seismic performance levels of a frame-type subway underground station are studied. Firstly, it is proved that the limit interlayer displacement angles of the subway underground station in the elastic or elasto-plastic working states are smaller than those of ground reinforced concrete frame structure. At the same time, the difference between the limit interlayer displacement angles of subway underground station is also smaller than that of ground reinforced concrete frame structure, which proves that the seismic performance of subway underground station is worse than that of ground reinforced concrete frame structure. According to the relationships among the interlayer displacement angles, the peak accelerations of the input ground motion and the stiffness ratios of structure to the nearby soil foundation, some empirical formulas are given to calculate the interlayer displacement angles of subway underground station. Finally, according to the relationship between the earthquake damage states and the interlayer displacement angles, the seismic performance of subway underground stations are divided into five levels and described.
引文
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[2]JSCE.Earthquake resistant design for civil engineering structures in Japan[M].Tokyo:Japan Society of Civil Engineers,1992.
[3]SHARMA S,JUDD W R.Underground opening damage from earthquakes[J].Engineering Geology,1991,30(3/4):263-276.
[4]HASHASH Y M A,HOOK J J,SCHMIDT B,et al.Seismic design and analysis of underground structures[J].Tunnelling and Underground Space Technology,2001,16(4):247-293.
[5]KONTOGIANNI V A,STIROS S C.Earthquakes and seismic faulting:effects on tunnels[J].Turkish Journal of Earth Sciences,2003,12(1):153-156.
[6]ANDERSON J G,BODIN P,BRUNE J N,et al.Strong ground motion from the Michoacan,Mexico,earthquake[J].Science,1986,233(4768):1043-1049.
[7]SINGH S K,MENA E,CASTRO R.Some aspects of source characteristics of the 19 September 1985 Michoacan earthquake and ground motion amplification in and near Mexico City from strong motion data[J].Bulletin of the Seismological Society of America,1988,78(2):451-477.
[8]林刚,罗世培,倪娟.地铁结构地震破坏及处理措施[J].现代隧道技术,2009,46(4):36-41.(LIN Gang,LUOShi-pei,NI Juan.Damages of metro structures due to earthquake and corresponding treatment measures[J].Modern Tunnelling Technology,2009,46(4):36-41.(in Chinese))
[9]YOSHIDA N,NAKAMURA S.Damage to Daikai subway station during the 1995 Hyogoken-Nunbu earthquake and its investigation[C]//Proceedings of Eleventh World Conference on Earthquake Engineering.Paris,1996:283-300.
[10]ZHUANG Hai-yang,HU Zhong-hua,CHEN Guo-xing.Numerical modeling on the seismic responses of a large underground structure in soft ground[J].Journal of Vibroengineering,2015,17(2):802-815.
[11]庄海洋.土-地下结构非线性动力相互作用及其大型振动台试验研究[D].南京:南京工业大学,2006.(ZHUANGHai-yang.Study on nonlinear dynamic soil-underground structure interaction and its large-size shaking table test[D].Nanjing:Nanjing Tech University,2006.(in Chinese))
[12]李积栋,陶连金,油新华,等.超大型Y形柱地铁车站振动台试验研究[J].铁道科学与工程学报,2016,13(10):2027-2032.(LI Ji-dong,TAO Lian-jin,YOU Xin-hua,et al.Research on shaking table test of ultra-large subway station with Y-shape column[J].Journal of Railway Science and Engineering,2016,13(10):2027-2032.(in Chinese))
[13]刘晶波,王文晖,赵冬冬,等.复杂断面地下结构地震反应分析的整体式反应位移法[J].土木工程学报,2014,47(1):134-142.(LIU Jing-bo,WANG Wen-hui,ZHAODong-dong,et al.Integral response deformation method in seismic analysis of complex section underground structures[J].China Civil Engineering Journal,2014,47(1):134-142.(in Chinese))
[14]庄海洋,王雪剑,王瑞,等.土-地铁地下结构动力相互作用体系侧向变形特征研究[J].岩土工程学报,2017,39(10):1761-1769.(ZHUANG Hai-yang,WANG Xue-jian,WANG Rui,et al.Lateral deformation characteristics of the soil-subway underground structure dynamic interaction system[J].Chinese Journal of Geotechnical Engineering,2017,39(10):1761-1769.(in Chinese))
[15]LEE J,FENVES G L.Plastic-damage model for cyclic loading of concrete structures[J].Journal of Engineering Mechanics,1998(4):892-900.
[16]楼梦麟,王文剑,朱彤.土-结构体系振动台模型试验中土层边界影响问题[J].地震工程与工程振动,2000,20(2):30-36.(LOU Meng-lin,WANG Wen-jian,ZHUTong.Soil lateral boundary effect in shaking table model test of soil-structure system[J].Earthquake Engineering and Engineering Dynamics,2000,20(2):30-36.(in Chinese))
[17]BS 5975:2008+A1 2011,Code of practice for temporary works procedures and the permissible stress design of false work[S].2011.