竖向强震作用下密贴地铁地下交叉结构动力响应分析
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摘要
研究密贴地铁地下交叉结构的地震反应特性,对地铁地下结构穿越工程的建设和安全运营有着重要的现实意义。利用FLAC3D有限差分程序对北京地区典型密贴地铁地下交叉结构进行了地震响应的数值模拟分析,研究了竖向强震作用下地铁区间隧道密贴下穿地铁车站结构体系的地震反应特性,并与单一地铁车站的地震反应特性进行了比较,研究表明:密贴地铁车站交叉主体结构由于车站—隧道结构间的相互作用,较单一地铁车站主体结构竖向位移及受力具有明显的增减,并与输入地震动的特性有关,且各监测部位增减幅值基本一致;由于土体对地震动高频成份的显著滤波作用,因此高频丰富的汶川卧龙波作用下地铁车站主体结构竖向相对位移差-时程及应力差-时程明显小于低频丰富的阪神波作用下地铁车站主体结构竖向相对位移差-时程及应力差-时程;地铁车站主体结构竖向相对位移差-时程及应力差-时程对于输入地震动的峰值加速度不太敏感。
It is important for subway approaching excavation and safe management to study the seismic response characteristics of closely-attached intersecting underground subway structures.The finite difference procedure FLAC3D is used to simulate the seismic response of typical closely-attached intersecting underground subway structures under vertical strong ground motion in Beijing,of which the seismic response characteristics are analyzed carefully and compared with those of a single subway station as well.It is shown that there are significant changes in the vertical displacement and the stress of structures between the single subway station and the closely-attached intersecting subway station because of the strong interaction of the upper station and the lower tunnel,which is also in connection with input ground motion,and that the monitoring parts have the same variation amplitudes.As soils can filter high frequency component of ground motion significantly,the vertical displacement difference and the vertical stress difference between the above two kinds of subway stations under vertical strong ground motion rich in high-frequency waves are smaller than those rich in low-frequency waves,while they are not sensitive to peak acceleration of input ground motion.
It is important for subway approaching excavation and safe management to study the seismic response characteristics of closely-attached intersecting underground subway structures.The finite difference procedure FLAC3D is used to simulate the seismic response of typical closely-attached intersecting underground subway structures under vertical strong ground motion in Beijing,of which the seismic response characteristics are analyzed carefully and compared with those of a single subway station as well.It is shown that there are significant changes in the vertical displacement and the stress of structures between the single subway station and the closely-attached intersecting subway station because of the strong interaction of the upper station and the lower tunnel,which is also in connection with input ground motion,and that the monitoring parts have the same variation amplitudes.As soils can filter high frequency component of ground motion significantly,the vertical displacement difference and the vertical stress difference between the above two kinds of subway stations under vertical strong ground motion rich in high-frequency waves are smaller than those rich in low-frequency waves,while they are not sensitive to peak acceleration of input ground motion.
引文
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[11]熊良宵,李天斌,刘勇.隧道地震响应数值模拟研究[J].地质力学学报,2007,13(3):255-260.(XIONG Liang-xiao,LI Tian-bin,LIU Yong.Numerical simulation of seismicresponse at the entrance of the unsymmetrical loadingtunnel[J].Journal of Geomechanics,2007,13(3):255-260.(in Chinese))
[12]张玉敏,盛谦,朱泽奇,等.地震作用下大型地下洞室群位移特征的若干影响因素分析[J].岩土力学,2010,31(11):3525-3530.(ZHANG Yu-min,SHENG Qian,ZHUZe-qi,et al.Some influence factors on displacementcharacteristics of cavern group under strong earthquake[J].Rock and Soil Mechanics,2010,31(11):3525-3530.(inChinese))
[2]童利红,徐祯祥.地下工程近距离穿越地铁既有线施工技术综述[J].市政技术,2008,26(2):117-130.(TONGLi-hong,XU Zhen-xiang.Summarize of constructiontechniques for underground engineering crossing an existingsubway line at close range[J].Municipal EngineeringTechnology,2008,26(2):117-130.(in Chinese))
[3]汪春生.新建地铁隧道下穿既有地铁施工技术[J].都市快轨交通,2010,23(1):82-88.(WANG Chun-sheng.New metrotunnel to under-pass an existing metro tunnel[J].Urban rapidrail transit,2010,23(1):82-88.(in Chinese))
[4]姜忻良,谭丁,姜南.交叉隧道地震反应三维有限元和无限元分析[J].天津大学学报,2004,37(4):307-311.(JIANG Xin-liang,TAN Ding,JIANG Nan.3D finite andinfinite element analysis for seismic response of intersectingtunnel[J].Journal of Tianjin University,2004,37(4):307-311.(in Chinese))
[5]陈磊,陈国兴,龙慧.地铁交叉隧道近场强地震反应特性的三维精细化非线性有限元分析[J].岩土力学,2010,31(12):3971-3976.(CHEN Lei,CHEN Guo-xing,LONGHui.Study on applicability of a pushover analysis method forseismic analysis and design of underground structures[J].Rockand Soil Mechanics,2010,31(12):3971-3976.(in Chinese))
[6]陈磊,陈国兴.近场和远场地震动作用下双层竖向重叠地铁隧道的地震反应比较[J].中国铁道科学,2010,31(1):79-85.(CHEN Lei,CHEN Guo-xing.3D refined nonlinearfinite element analysis of intersecting metro tunnels undernear-field ground motion[J].China Railway Science,2010,31(1):79-85.(in Chinese))
[7]于翔,钱七虎,赵跃堂,等.地铁工程结构破坏的竖向地震力影响分析[J].解放军理工大学学报(自然科学版),2001,2(3):75-77.(YU Xiang,QIAN Qi-hu,ZHAOYue-tang,et al.Analysis of vertical earthquake influence ondamage to subway structures[J].Journal of PLA University ofScience and Technology(Natural Science),2001,2(3):75-77.(in Chinese))
[8]曹炳政,罗奇峰,马硕,等.神户大开地铁车站的地震反应分析[J].地震工程与工程振动,2002,22(4):102-107.(CAO Bing-zheng,LUO Qi-feng,MA Shuo,et al.Seismicresponse analysis of Dakai subway station in Hyogoken-nanbu earthquake[J].Earthquake Engineering and Engin-eering Vibration,2002,22(4):102-107.(in Chinese))
[9]KIRCHER C A.Kobe earthquake:ground shaking,damageand loss[C]//Proceedings of the 14th Structures Congress:Part 2(of 2).Chicago:ASCE,1996.
[10]KOJI UENISHI,SHUNSUKE SAKURAI.Characteristic ofthe vertical seismic waves associated with the 1995Hyogo-Nanbu(Kobe),Japan earthquake estimated from thefailure of the Dakai underground station[J].EarthquakeEngineering and Structural Dynamics,2000,29(6):813-821.
[11]熊良宵,李天斌,刘勇.隧道地震响应数值模拟研究[J].地质力学学报,2007,13(3):255-260.(XIONG Liang-xiao,LI Tian-bin,LIU Yong.Numerical simulation of seismicresponse at the entrance of the unsymmetrical loadingtunnel[J].Journal of Geomechanics,2007,13(3):255-260.(in Chinese))
[12]张玉敏,盛谦,朱泽奇,等.地震作用下大型地下洞室群位移特征的若干影响因素分析[J].岩土力学,2010,31(11):3525-3530.(ZHANG Yu-min,SHENG Qian,ZHUZe-qi,et al.Some influence factors on displacementcharacteristics of cavern group under strong earthquake[J].Rock and Soil Mechanics,2010,31(11):3525-3530.(inChinese))
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