考虑地震动行波效应的大型岩体地下洞室动力非线性反应分析
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摘要
水电站地下厂房岩体洞室具有高边墙、大跨度和长轴线的特点。通过进行大量的数值模拟工作,研究这类长轴线(线长度为300～400m)大型岩体地下洞室在不同地震动幅值的一致激励和行波激励作用下的动力非线性响应。数值计算中,洞室岩体采用弹塑性损伤本构模型,同时考虑几何大变形非线性效应。对比分析一致与非一致2种地震动输入情况下该岩体洞室的动力响应。研究结果表明,对于具有同一频谱特性的地震动而言,地震动幅值对于地下洞室地震响应起决定性作用;当地震动幅值较小时(地震动幅值<0.1g),地震动行波效应对地下洞室的地震反应影响不大;当地震动幅值较大时(地震动幅值>0.2g),地震动行波效应会显著增加地下洞室的损伤破坏。因此,在进行类似的地下岩体洞室设计和地震动安全评价时,对于建在烈度较低区域的岩体地下洞室,可以不考虑地震动行波效应的影响,而对于建在烈度较高区域的岩体地下洞室,则应考虑地震动行波效应的影响。
The main features for this kind of rock cavern in a hydraulic power station are high walls,large span and long axial-length,the axial length of this kind of underground rock cavern is mainly ranging from 300 to 400 m.In order to study the influence of wave passage effect on the dynamic non-linear response of underground rock cavern under uniform and wave-passage seismic excitation,separately,a great many 3D nonlinear finite element numerical simulations are conducted by considering three different amplitudes of seismic motions.The damaged plasticity model is adopted for the rock mass.Geometric nonlinearity is also considered in each simulation.For a given seismic motion with specified frequency-spectrum features,the results show that:(1) seismic response of the cavern mainly depends on the amplitude of the seismic motions;(2) As the amplitude of seismic motions is small(for example,the peak ground acceleration is less than 0.1 g).The wave passage effect has no negative impact on the underground cavern,and the wave passage effect can be ignored.(3) However,as the peak ground acceleration is greater than 0.2 g,the wave passage effect dramatically aggravates the failure of underground cavern,which indicates that the wave passage effect should be considered once the rock cavern is built in regions with highly seismic activity.
The main features for this kind of rock cavern in a hydraulic power station are high walls,large span and long axial-length,the axial length of this kind of underground rock cavern is mainly ranging from 300 to 400 m.In order to study the influence of wave passage effect on the dynamic non-linear response of underground rock cavern under uniform and wave-passage seismic excitation,separately,a great many 3D nonlinear finite element numerical simulations are conducted by considering three different amplitudes of seismic motions.The damaged plasticity model is adopted for the rock mass.Geometric nonlinearity is also considered in each simulation.For a given seismic motion with specified frequency-spectrum features,the results show that:(1) seismic response of the cavern mainly depends on the amplitude of the seismic motions;(2) As the amplitude of seismic motions is small(for example,the peak ground acceleration is less than 0.1 g).The wave passage effect has no negative impact on the underground cavern,and the wave passage effect can be ignored.(3) However,as the peak ground acceleration is greater than 0.2 g,the wave passage effect dramatically aggravates the failure of underground cavern,which indicates that the wave passage effect should be considered once the rock cavern is built in regions with highly seismic activity.
引文
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[12]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.
[13]李海波,朱莅,吕涛,等.考虑地震动空间非一致性的岩体地下洞室群地震反应分析[J].岩石力学与工程学报,2008,27(9):1757-1766.(LI Haibo,ZHU Li,LU Tao,et al.Analysis of an underground cavern groups in rock subjected to spatially non-uniform seismic ground motion[J].Chinese Journal of Rock Mechanics and Engineering,2008,27(9):1757-1766.(in Chinese))
[14]WANG W L,WANG T T,SU J J,et al.Assessment of damage in mountain tunnels due to the Taiwan Chichi Earthquake[J].Tunnelling and Underground Space Technology,2001,16(3):133-150.
[15]DOWDING C H,ROZEN A.Damage to rock tunnels from earthquake shaking[J].Journal of the Geotechnical Engineering Division,ASCE,1978,104(GT2):175-191.
[16]ZHAO B Y,MA Z Y.Influence of cavern spacing on the stability of large cavern groups in a hydraulic power station[J].International Journal of Rock Mechanics and Mining Sciences,2009,46(3):506-513.
[17]ABAQUS Inc..ABAQUS/Standard Version6.6.ABAQUS theory manual[M].[S.l.]:ABAQUS Inc.,2006.
[18]LUBLINER J,OLIVER J,OLLER S,et al.A plastic damage model for concrete[J].International Journal of Solids and Structures,1989,25(3):299-326.
[19]LEE J,FENVES G L.Plastic damage model for cyclic loading of concrete structures[J].Journal of Engineering Mechanics,1998,124(8):892-900.
[20]赵宝友,马震岳,梁冰,等.基于损伤塑性模型的地下洞室结构地震作用分析[J].岩土力学,2009,30(5):1153-1159.(ZHAO Baoyou,MA Zhenyue,LIANG Bing,et al.Seismic analysis of underground structures based on damaged plasticity model[J].Chinese Journals of Rock and Soil Mechanics,2009,30(5):1153-1159.(in Chinese))
[21]DHAWAN K R,SINGH D N,GUPTA I D.Dynamic analysis of underground openings[J].Rock Mechanics and Rock Engineering,2004,37(4):299-315.
[22]SHARMA S,JUDD W R.Underground opening damage from earthquakes[J].Engineering Geology,1991,30(3/4):263-276.
[2]苗家武,胡世德,范立础.大型桥梁多点激励效应的研究现状与发展[J].同济大学学报,1999,27(2):189-193.(MIAO Jiawu,HU Shide,FAN Lichu.State of art and development of study of seismic performance of long span bridges under multiple-support excitations[J].Journal of Tongji University,1999,27(2):189-193.(in Chinese))
[3]屈铁军,王前进.多点输入地震反应分析研究的进展[J].世界地震工程,1993,11(1):30-36.(QU Tiejun,WANG Qianjin.Progress in studies of seismic response analysis under multiple support excitations[J].Journal of World Seismic Engineering,1993,11(1):30-36.(in Chinese))
[4]王军文,张运波,李建中,等.地震动行波效应对连续梁桥纵向地震碰撞反应的影响[J].工程力学,2007,24(11):100-105.(WANG Junwen,ZHANG Yunbo,LI Jianzhong,et al.Seismic wave passage effect′s influences on longitudinal seismic pounding response for continuous girder bridges[J].Engineering Mechanics,2007,24(11):100-105.(in Chinese))
[5]LIN J H,ZHANG Y H,LI Q S,et al.Seismic spatial effects for long-span bridges,using the pseudo excitation method[J].Engineering Structures,2004,26(9):1207-1216.
[6]杨庆山,刘文华,田玉基.国家体育场在多点激励作用下的地震反应分析[J].土木工程学报,2008,41(2):35-41.(YANG Qingshan,LIU Wenhua,TIAN Yuji.Response analysis of national stadium under specially variable earthquake ground motions[J].China Civil Engineering Journal,2008,41(2):35-41.(in Chinese))
[7]楼梦麟,林皋.重力坝地震行波反应分析[J].水利学报,1984,15(5):26-32.(LOU Menglin,LIN Gao.The effects of spatial correlation of seismic motion on earthquake response of dams[J].Journal of Hydroelectric Engineering,1984,15(5):26-32.(in Chinese))
[8]刘金云,陈健云,胡志强.输水隧道在行波激励下的三维地震反应分析[J].防灾减灾工程学报,2007,27(1):11-16.(LIU Jinyun,CHEN Jianyun,HU Zhiqiang.Three-dimensional seismic response analysis for water-supplying tunnel under excitation of traveling waves[J].Journal of Disaster Prevention and Mitigation Engineering,2007,27(1):11-16.(in Chinese))
[9]耿萍,何川,晏启祥.水下盾构隧道抗震设计分析方法的适应性研究[J].岩石力学与工程学报,2007,26(增2):3625-3630.(GENG Ping,HE Chuan,YAN Qixiang.Applicability study of aseismic design method of submarine shield tunnel[J].Chinese Journal of Rock Mechanics and Engineering,2007,26(Supp.2):3625-3630.(in Chinese))
[10]韩大建,唐增洪.珠江水下沉管隧道的抗震分析与设计(II)——行波法[J].华南理工大学学报(自然科学版),1999,27(11):122-130.(HAN Dajian,TANG Zenghong.Aseismic analysis and design of the Pearl River tunnel(II)—travelling wave method[J].Journal of South China University of Technology(Natural Science),1999,27(11):122-130.(in Chinese))
[11]黄忠邦,高海,项忠权.埋地管线在均匀和非均匀土介质中的地震反应[J].天津大学学报,1995,28(1):55-60.(HUANG Zhongbang,GAO Hai,XIANG Zhongquan.Research on seismic response in uniform and non-uniform soil medium for buried piplelines[J].Journal of Tianjin University,1995,28(1):55-60.(in Chinese))
[12]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.
[13]李海波,朱莅,吕涛,等.考虑地震动空间非一致性的岩体地下洞室群地震反应分析[J].岩石力学与工程学报,2008,27(9):1757-1766.(LI Haibo,ZHU Li,LU Tao,et al.Analysis of an underground cavern groups in rock subjected to spatially non-uniform seismic ground motion[J].Chinese Journal of Rock Mechanics and Engineering,2008,27(9):1757-1766.(in Chinese))
[14]WANG W L,WANG T T,SU J J,et al.Assessment of damage in mountain tunnels due to the Taiwan Chichi Earthquake[J].Tunnelling and Underground Space Technology,2001,16(3):133-150.
[15]DOWDING C H,ROZEN A.Damage to rock tunnels from earthquake shaking[J].Journal of the Geotechnical Engineering Division,ASCE,1978,104(GT2):175-191.
[16]ZHAO B Y,MA Z Y.Influence of cavern spacing on the stability of large cavern groups in a hydraulic power station[J].International Journal of Rock Mechanics and Mining Sciences,2009,46(3):506-513.
[17]ABAQUS Inc..ABAQUS/Standard Version6.6.ABAQUS theory manual[M].[S.l.]:ABAQUS Inc.,2006.
[18]LUBLINER J,OLIVER J,OLLER S,et al.A plastic damage model for concrete[J].International Journal of Solids and Structures,1989,25(3):299-326.
[19]LEE J,FENVES G L.Plastic damage model for cyclic loading of concrete structures[J].Journal of Engineering Mechanics,1998,124(8):892-900.
[20]赵宝友,马震岳,梁冰,等.基于损伤塑性模型的地下洞室结构地震作用分析[J].岩土力学,2009,30(5):1153-1159.(ZHAO Baoyou,MA Zhenyue,LIANG Bing,et al.Seismic analysis of underground structures based on damaged plasticity model[J].Chinese Journals of Rock and Soil Mechanics,2009,30(5):1153-1159.(in Chinese))
[21]DHAWAN K R,SINGH D N,GUPTA I D.Dynamic analysis of underground openings[J].Rock Mechanics and Rock Engineering,2004,37(4):299-315.
[22]SHARMA S,JUDD W R.Underground opening damage from earthquakes[J].Engineering Geology,1991,30(3/4):263-276.
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