水底液化地层大型盾构隧道地震响应分析
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摘要
建立南京长江盾构隧道主隧道、横向疏散通道及地层相互作用的三维模型,采用Byrne模型模拟地层的循环液化,对模型分别输入横向和纵向地震波,研究结构一般部位及主隧道–横向疏散通道交叉接口部位的动力力学(应力和位移)响应特征,并分析了横向和纵向地震波对地层孔隙水压及有效应力的不同影响。分析结果表明:横向激振对结构的损害远大于纵向激振,主隧道–疏散通道交叉接口部位在横向激振动力作用下拉应力峰值约3MPa,超过结构极限抗拉强度,有拉裂破坏的趋势。最后,提出了结构的抗震措施建议,研究结论有利于类似工程抗震设计。
Employing Byrne model to simulate cyclic liquefaction of soils,a three-dimension model that consists of main tunnels,transverse evacuating passage and strata of Nanjing Yangtze River tunnel is established to study structure dynamic mechanical(stress and displacement) responses by inputting transverse and longitudinal seismic waves;and the different influences of transverse and longitudinal seismic waves on pore water pressure,effective stress are studied. The conclusion shows that the damage of transverse earthquake excitation to structure is much more serious than that of longitudinal earthquake excitation,and that the peak value of maximum tension stress of intersecting section of main tunnel-evacuating passage is about 3 MPa under transverse earthquake excitation, which is over the ultimate tensile strength of structure and will lead to a failure tendency of tension fracture. An aseismic mitigation method was proposed,and the achieved conclusion is helpful for the aseismic design of similar projects.
Employing Byrne model to simulate cyclic liquefaction of soils,a three-dimension model that consists of main tunnels,transverse evacuating passage and strata of Nanjing Yangtze River tunnel is established to study structure dynamic mechanical(stress and displacement) responses by inputting transverse and longitudinal seismic waves;and the different influences of transverse and longitudinal seismic waves on pore water pressure,effective stress are studied. The conclusion shows that the damage of transverse earthquake excitation to structure is much more serious than that of longitudinal earthquake excitation,and that the peak value of maximum tension stress of intersecting section of main tunnel-evacuating passage is about 3 MPa under transverse earthquake excitation, which is over the ultimate tensile strength of structure and will lead to a failure tendency of tension fracture. An aseismic mitigation method was proposed,and the achieved conclusion is helpful for the aseismic design of similar projects.
引文
[1]章伟.近年日本的隧道施工与抗震设计[J].世界地震工程,2006,22(2):68–71.(ZHANG Wei.Current construction and earthquake-resistant design for tunnels in Japan[J].World Earthquake Engineering,2006,22(2):68–71.(in Chinese))
[2]王秀英,刘维宁,张弥.地下结构震害类型及机制研究[J].中国安全科学学报,2003,13(11):55–58.(WANG Xiuying,LIU Weining,ZHANG Mi.Study on the categorization and mechanism of seismic damage of underground structures[J].China Safety And Science Journal,2003,13(11):55–58.(in Chinese))
[3]O′ROURKE T D,GOWDY T E,STEWART H E,et al.Lifeline and geotechnical aspects of the1989Loma Prieta Earthquake[C]//Proceedings of the2nd International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics.Rolla,MO:University of Missouri Press,1991:1601–1612.
[4]KOSEKI J,MATSUO O,NINOMIYA Y,et al.Uplift of sewer manholes during the1993Kushiro-Oki earthquake[J].Soils and Foundations,1997,37(1):109–121.
[5]HAMADA M,ISOYAMA R,WAKAMATSU K.Liquefaction induced ground displacement and its related damage to lifeline facilities[J].Soils and Foundations,1996,36(1):81–97.
[6]SCHMIDT B,HASHASH Y,STIMAC T.US immersed tube retrofit[J].Tunnels Tunneling International Magazine,1998,30(11):22–24.
[7]WANG L R L,SHIM J S,ISHIBASHI I,et al.Dynamic responses of buried pipelines during a liquefaction process[J].Soil Dynamics andEarthquake Engineering,1990,9(1):44–50.
[8]KOSEKI J,MATSUO O,KOGA Y.Uplift behavior of underground structures caused by liquefaction of surrounding soil during earthquake[J].Soils and Foundations,1997,37(1):97–108.
[9]ORENSE R P,MORIMOTO I,YAMAMOTO Y,et al.Study on wall-type gravel drains as liquefaction countermeasure for underground structures[J].Soil Dynamics and Earthquake Engineering,2003,23(1):19–39.
[10]LING H I,MOHRI Y,KAWABATA T,et al.Centrifugal modeling of seismic behavior of large-diameter pipe in liquefiable soil[J].Geotechnical and Geoenvironmental Engineering,ASCE,2003,129(12):1092–1101.
[11]ST JOHN C M,ZAHRAH T F.Aseismic design of underground structures[J].Tunneling and Underground Space Technology,1987,2(2):165–197.
[12]OHSHIMA Y,WATANABE H.Elasto-plastic dynamic response analysis of underground structure-soil composite based upon the3D finite element method[J].Structure Engineering and Earthquake Engineering,1994,11(2):1035–1045.
[13]STAMOS A A,BESKOS D E.Dynamic analysis of large3D underground structures by the BEM[J].Earthquake Engineering and Structure Dynamics,1995,24(6):917–934.
[14]HASHASH Y M A,HOOK J J,SCHMIDT B,et al.Seismic design and analysis of underground structures[J].Tunneling and Underground Space Technology,2001,16(4):247–293.
[15]丁峻宏,金先龙,郭毅之,等.盾构隧道地震响应的三维数值模拟方法及应用[J].岩石力学与工程学报,2006,25(7):1430–1436.(DING Junhong,JIN Xianlong,GUO Yizhi,et al.Three-dimensional numerical simulation method and its application to seismic response of shield tunnel[J].Chinese Journal of Rock Mechanics and Engineering,2006,25(7):1430–1436.(in Chinese))
[16]CHOU H S,YANG C Y,HSIEH B J,et al.A study of liquefaction related damages on shield tunnels[J].Tunnelling and Underground Space Technology,2001,16(3):185–193.
[17]LIU H B,SONG E X.Seismic response of large underground structures in liquefiable soils subjected to horizontal and vertical earthquake excitations[J].Computers and Geotechnics,2005,32(4):223–244.
[18]BYRNE P.A cyclic shear-volume coupling and pore-pressure model for sand[C]//Proceedings of the2nd International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics.St.Louis,Missouri:[s.n.],1991:47–55.
[19]MARTIN G R,FINN W D L,SEED H B.Fundamentals of liquefaction under cyclic loading[J].Journal of the Geotechnical Engineering Division,ASCE,1975,101(5):423–438.
[20]SEED H B,MARTIN P P,LYSMER J.The generation and dissipation of pore water pressures during soil liquefaction[R].Berkeley,USA:Earthquake Engineering Research Center,University of California,Berkeley,1975.
[21]ISHIHARA K.Soil behavior in earthquake engineering[M].Oxford:Clarendon Press,1996.
[2]王秀英,刘维宁,张弥.地下结构震害类型及机制研究[J].中国安全科学学报,2003,13(11):55–58.(WANG Xiuying,LIU Weining,ZHANG Mi.Study on the categorization and mechanism of seismic damage of underground structures[J].China Safety And Science Journal,2003,13(11):55–58.(in Chinese))
[3]O′ROURKE T D,GOWDY T E,STEWART H E,et al.Lifeline and geotechnical aspects of the1989Loma Prieta Earthquake[C]//Proceedings of the2nd International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics.Rolla,MO:University of Missouri Press,1991:1601–1612.
[4]KOSEKI J,MATSUO O,NINOMIYA Y,et al.Uplift of sewer manholes during the1993Kushiro-Oki earthquake[J].Soils and Foundations,1997,37(1):109–121.
[5]HAMADA M,ISOYAMA R,WAKAMATSU K.Liquefaction induced ground displacement and its related damage to lifeline facilities[J].Soils and Foundations,1996,36(1):81–97.
[6]SCHMIDT B,HASHASH Y,STIMAC T.US immersed tube retrofit[J].Tunnels Tunneling International Magazine,1998,30(11):22–24.
[7]WANG L R L,SHIM J S,ISHIBASHI I,et al.Dynamic responses of buried pipelines during a liquefaction process[J].Soil Dynamics andEarthquake Engineering,1990,9(1):44–50.
[8]KOSEKI J,MATSUO O,KOGA Y.Uplift behavior of underground structures caused by liquefaction of surrounding soil during earthquake[J].Soils and Foundations,1997,37(1):97–108.
[9]ORENSE R P,MORIMOTO I,YAMAMOTO Y,et al.Study on wall-type gravel drains as liquefaction countermeasure for underground structures[J].Soil Dynamics and Earthquake Engineering,2003,23(1):19–39.
[10]LING H I,MOHRI Y,KAWABATA T,et al.Centrifugal modeling of seismic behavior of large-diameter pipe in liquefiable soil[J].Geotechnical and Geoenvironmental Engineering,ASCE,2003,129(12):1092–1101.
[11]ST JOHN C M,ZAHRAH T F.Aseismic design of underground structures[J].Tunneling and Underground Space Technology,1987,2(2):165–197.
[12]OHSHIMA Y,WATANABE H.Elasto-plastic dynamic response analysis of underground structure-soil composite based upon the3D finite element method[J].Structure Engineering and Earthquake Engineering,1994,11(2):1035–1045.
[13]STAMOS A A,BESKOS D E.Dynamic analysis of large3D underground structures by the BEM[J].Earthquake Engineering and Structure Dynamics,1995,24(6):917–934.
[14]HASHASH Y M A,HOOK J J,SCHMIDT B,et al.Seismic design and analysis of underground structures[J].Tunneling and Underground Space Technology,2001,16(4):247–293.
[15]丁峻宏,金先龙,郭毅之,等.盾构隧道地震响应的三维数值模拟方法及应用[J].岩石力学与工程学报,2006,25(7):1430–1436.(DING Junhong,JIN Xianlong,GUO Yizhi,et al.Three-dimensional numerical simulation method and its application to seismic response of shield tunnel[J].Chinese Journal of Rock Mechanics and Engineering,2006,25(7):1430–1436.(in Chinese))
[16]CHOU H S,YANG C Y,HSIEH B J,et al.A study of liquefaction related damages on shield tunnels[J].Tunnelling and Underground Space Technology,2001,16(3):185–193.
[17]LIU H B,SONG E X.Seismic response of large underground structures in liquefiable soils subjected to horizontal and vertical earthquake excitations[J].Computers and Geotechnics,2005,32(4):223–244.
[18]BYRNE P.A cyclic shear-volume coupling and pore-pressure model for sand[C]//Proceedings of the2nd International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics.St.Louis,Missouri:[s.n.],1991:47–55.
[19]MARTIN G R,FINN W D L,SEED H B.Fundamentals of liquefaction under cyclic loading[J].Journal of the Geotechnical Engineering Division,ASCE,1975,101(5):423–438.
[20]SEED H B,MARTIN P P,LYSMER J.The generation and dissipation of pore water pressures during soil liquefaction[R].Berkeley,USA:Earthquake Engineering Research Center,University of California,Berkeley,1975.
[21]ISHIHARA K.Soil behavior in earthquake engineering[M].Oxford:Clarendon Press,1996.
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