强震作用下山区滑坡稳定临界位移分析
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摘要
强震作用下滑坡产生的永久滑动位移是其稳定性的量度参数,对一个滑坡系统,地震作用产生的永久位移是一个系统的状态参量,地震瞬态动力作用变形相当于系统的随机性"涨落"因素。滑坡系统的势能是一个取决于永久位移的能反映其稳定性状态又与具体振动过程路径无关的量,临界位移值实质上对应着系统势能的突变点,如何确定临界位移值的难题可转换为寻找系统势能突变点问题。以山区地震滑坡的地质模型和力学模型为基础建立势能突变理论模型,给出失稳判据和确定临界位移的方法,并对其适用条件进行讨论,发现临界位移值与滑带的几何特征、力学特性和滑体自重相关,与具体的地震波输入等无关,但临界位移作为滑坡稳定性的判据是有条件的。同时指出促使滑体滑动的根本因素是滑体相对下部基岩的加速度惯性力作用,简单地将强震仪记录的加速度直接施加到滑体上是有待商榷的。
The permanent sliding displacement of a landslide induced by strong earthquakes is a metric parameter of stability and a state parameter of landslide system,and the transient deformation caused by seismic oscillation is equivalent to the random fluctuation of landslide system.Thus,in a landslide system,its potential energy lies on the permanent sliding displacement of slip mass,which can represent the stability state of the landslide system.At the same time,the potential energy is independent of specific vibration process of slip mass.Substantially,the critical sliding displacement corresponds to the catastrophe point of the system potential energy.So the problem of determining the critical sliding displacement can be converted to finding the catastrophe point of potential energy.A cusp catastrophe model is set up based on the geological and mechanical models of earthquake-induced landslides in mountainous area.Then the criterion for instability of landslides and methods for determining the critical sliding displacement are proposed,and the application condition of the criterion is discussed.It is found that the critical sliding displacement is related to the geometrical and mechanical characters of sliding zone and deadweight of slip mass,but has no relation with seismic wave.The critical sliding displacement can be treated as the stability criterion of a landslide conditionally.And it should be pointed out that the basic factor leading to sliding lies on the relative inertial force originated from the relative acceleration between the slip mass and base rock,and the way of applying the acceleration recorded by a strong motion seismograph to the slip mass directly is inappropriate.
The permanent sliding displacement of a landslide induced by strong earthquakes is a metric parameter of stability and a state parameter of landslide system,and the transient deformation caused by seismic oscillation is equivalent to the random fluctuation of landslide system.Thus,in a landslide system,its potential energy lies on the permanent sliding displacement of slip mass,which can represent the stability state of the landslide system.At the same time,the potential energy is independent of specific vibration process of slip mass.Substantially,the critical sliding displacement corresponds to the catastrophe point of the system potential energy.So the problem of determining the critical sliding displacement can be converted to finding the catastrophe point of potential energy.A cusp catastrophe model is set up based on the geological and mechanical models of earthquake-induced landslides in mountainous area.Then the criterion for instability of landslides and methods for determining the critical sliding displacement are proposed,and the application condition of the criterion is discussed.It is found that the critical sliding displacement is related to the geometrical and mechanical characters of sliding zone and deadweight of slip mass,but has no relation with seismic wave.The critical sliding displacement can be treated as the stability criterion of a landslide conditionally.And it should be pointed out that the basic factor leading to sliding lies on the relative inertial force originated from the relative acceleration between the slip mass and base rock,and the way of applying the acceleration recorded by a strong motion seismograph to the slip mass directly is inappropriate.
引文
[1]NEWMARK N M.Effects of earthquakes on dams andembankments[J].Geotechnique,1965,15(2):139–160.
[2]王思敬.岩石边坡动态稳定性的初步探讨[J].地质科学,1977,12(4):372–376.(WANG Sijing.Preliminary notes on the dynamicsstability of rock slopes[J].Scientia Geological Sinica,1977,12(4):372–376.(in Chinese))
[3]ANDERSON D G,HUSHMAND B,Martin G R.Seismic responseof landfill slopes[C]//Proc.ASCE Spec.Conf.on Stability and Perf.of Slopes and Embankments—II.New York:ASCE,1992:973–989.
[4]KRAMER S L,SMITH M W.Modified Newmark model for seismicdisplacements of compliant slopes[J].Journal of Geotechnical andGeoenvironmental Engineering,1997,123(7):635–644.
[5]辛鸿博,王余庆.岩土边坡地震崩滑及其初判准则[J].岩土工程学报,1999,21(5):591–594.(XIN Hongbo,WANG Yuqing.Earthquake-induced landslide and avalanche[J].Chinese Journal ofGeotechnical Engineering,1999,21(5):591–594.(in Chinese))
[6]薄景山,徐国栋,景立平.土边坡地震反应及其动力稳定性分析[J].地震工程与工程振动,2001,21(2):116–120.(BO Jingshan,XUGuodong,JING Liping.Seismic response and dynamic stabilityanalysis of soil slopes[J].Earthquake Engineering and EngineeringVibration,2001,21(2):116–120.(in Chinese))
[7]李忠生.地震危险区黄土滑坡稳定性研究[M].北京:科学出版社,2004:104–132.(LI Zhongsheng.Research on the stability ofloess-landslide in earthquake-prone area[M].Beijing:Science Press,2004:104–132.(in Chinese))
[8]祁生文,伍法权,严复章,等.岩质边坡动力反应分析[M].北京:科学出版社,2007:1–125.(QI Shengwen,WU Faquan,YANFuzhang,et al.Dynamic response analysis of rock slope[M].Beijing:Science Press,2007:1–125.(in Chinese))
[9]陈昌富,杨宇,龚晓南.基于遗传算法地震荷载作用下边坡稳定性分析水平条分法[J].岩石力学与工程学报,2003,22(11):1 919–1 923.(CHEN Changfu,YANG Yu,GONG Xiaonan.Horizontal slice method of slope stability analysis under seismic loadbases on genetic algorithm[J].Chinese Journal of Rock Mechanicsand Engineering,2003,22(11):1 919–1 923.(in Chinese))
[10]王秀英,聂高众,王登伟.利用强震记录分析汶川地震诱发滑坡[J].岩石力学与工程学报,2009,28(11):2369–2376.(WANGXiuying,NIE Gaozhong,WANG Dengwei.Analysis of landslideinduced by Wenchuan earthquake by strong motion records[J].Chinese Journal of Rock Mechanics and Engineering,2009,28(11):2 369–2 376.(in Chinese))
[11]李忠生.国内外地震滑坡灾害研究综述[J].灾害学,2003,18(4):64–70.(LI Zhongsheng.The state of the art of the research onseismic landslide hazard at home and abroad[J].Journal ofCatastrophology,2003,18(4):64–70.(in Chinese))
[12]刘立平,雷尊宇,周富春.地震边坡稳定分析方法综述[J].重庆交通学院学报,2001,20(3):83–88.(LIU Liping,LEI Zunyu,ZHOU Fuchun.The evaluation of seismic slope stability analysismethods[J].Journal of Chongqing Jiaotong University,2001,20(3):83–88.(in Chinese))
[13]刘红帅,薄景山,刘德东.岩土边坡地震稳定性分析研究评述[J].地震工程与工程振动,2005,25(1):164–171.(LIU Hongshuai,BO Jingshan,LIU Dedong.Review on study of seismic stabilityanalysis of rock-soil slopes[J].Earthquake Engineering andEngineering Vibration,2005,25(1):164–171.(in Chinese))
[14]刘红帅,薄景山,刘德东.岩土边坡地震稳定性评价方法研究进展[J].防灾科技学院学报,2007,9(3):20–27.(LIU Hongshuai,BO Jingshan,LIU Dedong.Development on study of seismicstability evaluation methods of rock-soil slopes[J].Journal of Instituteof Disaster-prevention Science and Technology,2007,9(3):20–27.(in Chinese))
[15]THOM R.Stabilitéstructurelle et morphogénèse[M].New York:W.A.Benjamin,1972:1–362.(in French)
[16]秦四清,张倬元,王士天,等.非线性工程地质学导引[M].成都:西南交通大学出版社,1993:58–70.(QIN Siqing,ZHANGZhuoyuan,WANG Shitian,et al.An introduction to nonlinearengineering geology[M].Chengdu:Southwest Jiaotong UniversityPress,1993:58–70.(in Chinese))
[17]PHILLIPS J.Nonlinear dynamics and the evolution of relief[J].Geomorphology,1995,14(1):57–64.
[18]许强,张远明,黄润秋.斜坡演化的非线性特性分析[J].地质灾害与环境保护,1998,9(4):1–4.(XU Qiang,ZHANGYuanming,HUANG Runqiu.The analysis of nonlinear characteristics of slopedeveloping process[J].Journal of Geological Hazards and Environ-ment Preservation,1998,9(4):1–4.(in Chinese))
[19]QIN S,JIAO J J,WANG S.A cusp catastrophe model of instability ofslip-buckling slope[J].Rock Mechanics and Rock Engineering,2001,34(2):119–134.
[20]QIN S,JIAO J J,WANG S,et al.A nonlinear catastrophe model ofinstability of planar-slip slope and chaotic dynamical mechanisms ofits evolutionary process[J].International Journal of Solids andStructures,2001,38(44/45):8 093–8 109.
[21]秦四清.斜坡失稳过程的非线性演化机制与物理预报[J].岩土工程学报,2005,27(11):1241–1248.(QIN Siqing.Nonlinearevolutionary mechanisms and physical prediction of instability ofplanar-slip slope[J].Chinese Journal of Geotechnical Engineering,2005,27(11):1 241–1 248.(in Chinese))
[22]钱海涛,秦四清,马平.重力坝坝基沿软弱结构面滑动失稳的非线性机制[J].工程地质学报,2006,14(3):307–313.(QIANHaitao,QIN Siqing,MA Ping.Nonlinear mechanism of slidinginstability along weak structural surface below gravity dam founda-tion[J].Journal of Engineering Geology,2006,14(3):307–313.(inChinese))
[23]殷跃平.汶川八级地震滑坡特征分析[J].工程地质学报,2009,17(1):29–38.(YIN Yueping.Features of landslides triggered by theWenchuan earthquake[J].Journal of Engineering Geology,2009,17(1):29–38.(in Chinese))
[24]许强,裴向军,黄润秋,等.汶川地震大型滑坡研究[M].北京:科学出版社,2009:1–52.(XU Qiang,PEI Xiangjun,HUANGRunqiu,et al.Large-scale landslide induced by the Wenchuanearthquake[M].Beijing:Science Press,2009:1–52.(in Chinese))
[25]潘岳,戚云松.对边坡失稳潜滑带为两种介质的尖点突变模型研究的讨论[J].岩石力学与工程学报,2010,29(11):2285–2292.(PAN Yue,QI Yunsong.Discussion of research on cusp catastrophemodel of slope failure with potential sliding zone composed of twomedia[J].Chinese Journal of Rock Mechanics and Engineering,2010,29(11):2 285–2 292.(in Chinese))
[26]苏刚,胡维民,付彬,等.强震前后短期内的异常天气及灾害叠加[J].灾害学,1997,12(1):34–37,71.(SU Gang,HUWeimin,FU Bin,et al.Superposition of abnormal weather anddisasters occurring shortly before and after strong earthquake[J].Journal of Catastrophology,1997,12(1):34–37,71.(in Chinese))
[27]JAEGER J C,COOK N G W.Fundamentals of rock mechanics[M].3rd ed.London:Chapman and Hall,1979:145–165.
[28]李夕兵.论岩体软弱结构面对应力波传播的影响[J].爆炸与冲击,1993,13(4):334–342.(LI Xibing.Influence of the structuralweakness planes in rock mass on the propagation of stress waves[J].Explosion and Shock Waves,1993,13(4):334–342.(in Chinese))
[29]王明洋,钱七虎.爆炸应力波通过节理裂隙带的衰减规律[J].岩土工程学报,1995,17(2):42–46.(WANG Mingyang,QIAN Qihu.Attenuation law of explosive wave propagation in cracks[J].ChineseJournal of Geotechnical Engineering,1995,17(2):42–46.(inChinese))
[30]黄润秋,余嘉顺.软弱夹层特性对地震波强度影响的模拟研究[J].工程地质学报,2003,11(3):312–317.(HUANG Runqiu,YUJiashun.Modeling of the effects of properties of a buried weak layeron seismic waves[J].Journal of Engineering Geology,2003,11(3):312–317.(in Chinese))
[31]王玉杰,陈先锋,彭天浩.浅析岩石夹层对爆破效果的影响[J].岩石力学与工程学报,2004,23(8):1385–1387.(WANG Yujie,CHEN Xianfeng,PENG Tianhao.Analysis of influence of rockinterlayer on blasting[J].Chinese Journal of Rock Mechanics andEngineering,2004,23(8):1 385–1 387.(in Chinese))
[32]范留明,李宁.软弱夹层的透射模型及其隔震特性研究[J].岩石力学与工程学报,2005,24(14):2456–2462.(FAN Liuming,LI Ning.Transmission model of weak intercalation and its vibrationisolation properties[J].Chinese Journal of Rock Mechanics andEngineering,2005,24(14):2 456–2 462.(in Chinese))
[33]肖望,周邵武,王爱兴,等.裂隙结构面对爆破振动速度传播规律的影响分析[J].爆破,2010,27(1):89–91.(XIAO Wang,ZHOU Shaowu,WANG Aixing,et al.Analysis of influence on thedissemination law of blasting vibration velocity by fracture andstructural plane[J].Blasting,2010,27(1):89–91.(in Chinese))
[2]王思敬.岩石边坡动态稳定性的初步探讨[J].地质科学,1977,12(4):372–376.(WANG Sijing.Preliminary notes on the dynamicsstability of rock slopes[J].Scientia Geological Sinica,1977,12(4):372–376.(in Chinese))
[3]ANDERSON D G,HUSHMAND B,Martin G R.Seismic responseof landfill slopes[C]//Proc.ASCE Spec.Conf.on Stability and Perf.of Slopes and Embankments—II.New York:ASCE,1992:973–989.
[4]KRAMER S L,SMITH M W.Modified Newmark model for seismicdisplacements of compliant slopes[J].Journal of Geotechnical andGeoenvironmental Engineering,1997,123(7):635–644.
[5]辛鸿博,王余庆.岩土边坡地震崩滑及其初判准则[J].岩土工程学报,1999,21(5):591–594.(XIN Hongbo,WANG Yuqing.Earthquake-induced landslide and avalanche[J].Chinese Journal ofGeotechnical Engineering,1999,21(5):591–594.(in Chinese))
[6]薄景山,徐国栋,景立平.土边坡地震反应及其动力稳定性分析[J].地震工程与工程振动,2001,21(2):116–120.(BO Jingshan,XUGuodong,JING Liping.Seismic response and dynamic stabilityanalysis of soil slopes[J].Earthquake Engineering and EngineeringVibration,2001,21(2):116–120.(in Chinese))
[7]李忠生.地震危险区黄土滑坡稳定性研究[M].北京:科学出版社,2004:104–132.(LI Zhongsheng.Research on the stability ofloess-landslide in earthquake-prone area[M].Beijing:Science Press,2004:104–132.(in Chinese))
[8]祁生文,伍法权,严复章,等.岩质边坡动力反应分析[M].北京:科学出版社,2007:1–125.(QI Shengwen,WU Faquan,YANFuzhang,et al.Dynamic response analysis of rock slope[M].Beijing:Science Press,2007:1–125.(in Chinese))
[9]陈昌富,杨宇,龚晓南.基于遗传算法地震荷载作用下边坡稳定性分析水平条分法[J].岩石力学与工程学报,2003,22(11):1 919–1 923.(CHEN Changfu,YANG Yu,GONG Xiaonan.Horizontal slice method of slope stability analysis under seismic loadbases on genetic algorithm[J].Chinese Journal of Rock Mechanicsand Engineering,2003,22(11):1 919–1 923.(in Chinese))
[10]王秀英,聂高众,王登伟.利用强震记录分析汶川地震诱发滑坡[J].岩石力学与工程学报,2009,28(11):2369–2376.(WANGXiuying,NIE Gaozhong,WANG Dengwei.Analysis of landslideinduced by Wenchuan earthquake by strong motion records[J].Chinese Journal of Rock Mechanics and Engineering,2009,28(11):2 369–2 376.(in Chinese))
[11]李忠生.国内外地震滑坡灾害研究综述[J].灾害学,2003,18(4):64–70.(LI Zhongsheng.The state of the art of the research onseismic landslide hazard at home and abroad[J].Journal ofCatastrophology,2003,18(4):64–70.(in Chinese))
[12]刘立平,雷尊宇,周富春.地震边坡稳定分析方法综述[J].重庆交通学院学报,2001,20(3):83–88.(LIU Liping,LEI Zunyu,ZHOU Fuchun.The evaluation of seismic slope stability analysismethods[J].Journal of Chongqing Jiaotong University,2001,20(3):83–88.(in Chinese))
[13]刘红帅,薄景山,刘德东.岩土边坡地震稳定性分析研究评述[J].地震工程与工程振动,2005,25(1):164–171.(LIU Hongshuai,BO Jingshan,LIU Dedong.Review on study of seismic stabilityanalysis of rock-soil slopes[J].Earthquake Engineering andEngineering Vibration,2005,25(1):164–171.(in Chinese))
[14]刘红帅,薄景山,刘德东.岩土边坡地震稳定性评价方法研究进展[J].防灾科技学院学报,2007,9(3):20–27.(LIU Hongshuai,BO Jingshan,LIU Dedong.Development on study of seismicstability evaluation methods of rock-soil slopes[J].Journal of Instituteof Disaster-prevention Science and Technology,2007,9(3):20–27.(in Chinese))
[15]THOM R.Stabilitéstructurelle et morphogénèse[M].New York:W.A.Benjamin,1972:1–362.(in French)
[16]秦四清,张倬元,王士天,等.非线性工程地质学导引[M].成都:西南交通大学出版社,1993:58–70.(QIN Siqing,ZHANGZhuoyuan,WANG Shitian,et al.An introduction to nonlinearengineering geology[M].Chengdu:Southwest Jiaotong UniversityPress,1993:58–70.(in Chinese))
[17]PHILLIPS J.Nonlinear dynamics and the evolution of relief[J].Geomorphology,1995,14(1):57–64.
[18]许强,张远明,黄润秋.斜坡演化的非线性特性分析[J].地质灾害与环境保护,1998,9(4):1–4.(XU Qiang,ZHANGYuanming,HUANG Runqiu.The analysis of nonlinear characteristics of slopedeveloping process[J].Journal of Geological Hazards and Environ-ment Preservation,1998,9(4):1–4.(in Chinese))
[19]QIN S,JIAO J J,WANG S.A cusp catastrophe model of instability ofslip-buckling slope[J].Rock Mechanics and Rock Engineering,2001,34(2):119–134.
[20]QIN S,JIAO J J,WANG S,et al.A nonlinear catastrophe model ofinstability of planar-slip slope and chaotic dynamical mechanisms ofits evolutionary process[J].International Journal of Solids andStructures,2001,38(44/45):8 093–8 109.
[21]秦四清.斜坡失稳过程的非线性演化机制与物理预报[J].岩土工程学报,2005,27(11):1241–1248.(QIN Siqing.Nonlinearevolutionary mechanisms and physical prediction of instability ofplanar-slip slope[J].Chinese Journal of Geotechnical Engineering,2005,27(11):1 241–1 248.(in Chinese))
[22]钱海涛,秦四清,马平.重力坝坝基沿软弱结构面滑动失稳的非线性机制[J].工程地质学报,2006,14(3):307–313.(QIANHaitao,QIN Siqing,MA Ping.Nonlinear mechanism of slidinginstability along weak structural surface below gravity dam founda-tion[J].Journal of Engineering Geology,2006,14(3):307–313.(inChinese))
[23]殷跃平.汶川八级地震滑坡特征分析[J].工程地质学报,2009,17(1):29–38.(YIN Yueping.Features of landslides triggered by theWenchuan earthquake[J].Journal of Engineering Geology,2009,17(1):29–38.(in Chinese))
[24]许强,裴向军,黄润秋,等.汶川地震大型滑坡研究[M].北京:科学出版社,2009:1–52.(XU Qiang,PEI Xiangjun,HUANGRunqiu,et al.Large-scale landslide induced by the Wenchuanearthquake[M].Beijing:Science Press,2009:1–52.(in Chinese))
[25]潘岳,戚云松.对边坡失稳潜滑带为两种介质的尖点突变模型研究的讨论[J].岩石力学与工程学报,2010,29(11):2285–2292.(PAN Yue,QI Yunsong.Discussion of research on cusp catastrophemodel of slope failure with potential sliding zone composed of twomedia[J].Chinese Journal of Rock Mechanics and Engineering,2010,29(11):2 285–2 292.(in Chinese))
[26]苏刚,胡维民,付彬,等.强震前后短期内的异常天气及灾害叠加[J].灾害学,1997,12(1):34–37,71.(SU Gang,HUWeimin,FU Bin,et al.Superposition of abnormal weather anddisasters occurring shortly before and after strong earthquake[J].Journal of Catastrophology,1997,12(1):34–37,71.(in Chinese))
[27]JAEGER J C,COOK N G W.Fundamentals of rock mechanics[M].3rd ed.London:Chapman and Hall,1979:145–165.
[28]李夕兵.论岩体软弱结构面对应力波传播的影响[J].爆炸与冲击,1993,13(4):334–342.(LI Xibing.Influence of the structuralweakness planes in rock mass on the propagation of stress waves[J].Explosion and Shock Waves,1993,13(4):334–342.(in Chinese))
[29]王明洋,钱七虎.爆炸应力波通过节理裂隙带的衰减规律[J].岩土工程学报,1995,17(2):42–46.(WANG Mingyang,QIAN Qihu.Attenuation law of explosive wave propagation in cracks[J].ChineseJournal of Geotechnical Engineering,1995,17(2):42–46.(inChinese))
[30]黄润秋,余嘉顺.软弱夹层特性对地震波强度影响的模拟研究[J].工程地质学报,2003,11(3):312–317.(HUANG Runqiu,YUJiashun.Modeling of the effects of properties of a buried weak layeron seismic waves[J].Journal of Engineering Geology,2003,11(3):312–317.(in Chinese))
[31]王玉杰,陈先锋,彭天浩.浅析岩石夹层对爆破效果的影响[J].岩石力学与工程学报,2004,23(8):1385–1387.(WANG Yujie,CHEN Xianfeng,PENG Tianhao.Analysis of influence of rockinterlayer on blasting[J].Chinese Journal of Rock Mechanics andEngineering,2004,23(8):1 385–1 387.(in Chinese))
[32]范留明,李宁.软弱夹层的透射模型及其隔震特性研究[J].岩石力学与工程学报,2005,24(14):2456–2462.(FAN Liuming,LI Ning.Transmission model of weak intercalation and its vibrationisolation properties[J].Chinese Journal of Rock Mechanics andEngineering,2005,24(14):2 456–2 462.(in Chinese))
[33]肖望,周邵武,王爱兴,等.裂隙结构面对爆破振动速度传播规律的影响分析[J].爆破,2010,27(1):89–91.(XIAO Wang,ZHOU Shaowu,WANG Aixing,et al.Analysis of influence on thedissemination law of blasting vibration velocity by fracture andstructural plane[J].Blasting,2010,27(1):89–91.(in Chinese))
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