边坡地震稳定性分析的荷载增强分析方法
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摘要
岩土边坡地震稳定性分析是岩土工程和地震工程研究的重要课题之一,本文明确区别了两种不同意义的边坡地震稳定性概念:一是按一定的抗震设防地震作用考虑,边坡现状强度与边坡强度退化到发生地震破坏时的临界强度相比较而言的储备强度稳定性;二是对于一定的边坡强度状态,使边坡发生动力破坏的地震作用与设防地震作用相比较而言的地震动力超载稳定性。考虑边坡强度退化的边坡稳定性概念已经得到普遍采用,分析方法较为熟知;而按动力超载考虑的边坡地震稳定性概念以往几乎没有提及,边坡稳定性判别标准和分析方法尚有待探讨。本文主要针对第二种边坡地震稳定性——地震动力超载稳定性的衡量标准和分析方法进行了研究,提出了边坡地震动力超载稳定性评判的临界地震峰值加速度准则,并提出了边坡地震动力超载稳定性分析的荷载增强法:针对边坡的现状强度状态,由小到大逐渐增加地震作用的强度,搜索导致边坡失稳的临界地震峰值加速度,最后根据边坡临界地震峰值加速度与边坡所在区域的设防地震峰值加速度比较情况确定边坡的地震稳定性。论文采用荷载增强法对中国陕西宝鸡蟠龙塬黄土边坡地震动力超载稳定性进行了分析。结果表明,针对宝鸡地区未来50a超越概率为10%的地震动作用,该边坡具有较高的地震动力超载稳定性。
The analysis of earthquake stability of slopes is one of the most important research subjects in geotechnical engineering and earthquake engineering.Two different concepts of slope earthquake stability are put forward in this paper.One concept is the so-called strength reserve stability which can be figured out by comparison of present strength of a slope to its critical strength that is degenerated from its present strength till to the dynamic failure of the slope under the earthquake action of a certain intensity.The other is named as the dynamic overloading stability which can be evaluated by contrast between the actual earthquake action that just makes a slope damaged and the earthquake action as the local antiseismic precautionary standard.The first concept of slope earthquake stability has been widely accepted.Its relative analysis methods are also well developed.The second one,however,is seldom mentioned till now.Its failure criterion and analysis method are yet to be explored.This paper investigates the failure criterion and the analysis method of dynamic overloading earthquake stability.The criteria of the critical earthquake peak acceleration for the dynamic overloading stability of a slope and its analysis method,and the load increasing method are put forward.During the analysis process,the action of earthquake force begins from a lower level and gradually increases to the critical intensity that just makes the current strength slope reach the state of dynamic failure.The earthquake stability of the slope is determined by the comparison of the critical earthquake peak acceleration and the antiseismic precautionary earthquake peak acceleration on the field of the slope.The dynamic overloading earthquake stability of a loess slope at Panlongyuan in Baoji,Shaanxi Province,China is analyzed with the load increasing method proposed in this paper.The analysis result reveals that the dynamic overloading earthquake stability of the slope is quite high to the action of the earthquake ground motion with exceeding probability 10% in coming 50 years.
The analysis of earthquake stability of slopes is one of the most important research subjects in geotechnical engineering and earthquake engineering.Two different concepts of slope earthquake stability are put forward in this paper.One concept is the so-called strength reserve stability which can be figured out by comparison of present strength of a slope to its critical strength that is degenerated from its present strength till to the dynamic failure of the slope under the earthquake action of a certain intensity.The other is named as the dynamic overloading stability which can be evaluated by contrast between the actual earthquake action that just makes a slope damaged and the earthquake action as the local antiseismic precautionary standard.The first concept of slope earthquake stability has been widely accepted.Its relative analysis methods are also well developed.The second one,however,is seldom mentioned till now.Its failure criterion and analysis method are yet to be explored.This paper investigates the failure criterion and the analysis method of dynamic overloading earthquake stability.The criteria of the critical earthquake peak acceleration for the dynamic overloading stability of a slope and its analysis method,and the load increasing method are put forward.During the analysis process,the action of earthquake force begins from a lower level and gradually increases to the critical intensity that just makes the current strength slope reach the state of dynamic failure.The earthquake stability of the slope is determined by the comparison of the critical earthquake peak acceleration and the antiseismic precautionary earthquake peak acceleration on the field of the slope.The dynamic overloading earthquake stability of a loess slope at Panlongyuan in Baoji,Shaanxi Province,China is analyzed with the load increasing method proposed in this paper.The analysis result reveals that the dynamic overloading earthquake stability of the slope is quite high to the action of the earthquake ground motion with exceeding probability 10% in coming 50 years.
引文
[1]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):173～180.Liu Hongshuai,Bo Jingshan,Liu Dedong.Development on Studyof Seismic Stability Evaluation Methods of Rock-soil Slopes.Journal of Institute of Disaster-Prevention Science and Technology,2007,9(3):173～180.
[2]Leshchinsky D,San K Ching.Pseudo～static stability of slopes:Design[J].Journal of Geotechnical Engineering,ASCE,1994,120(9):1514～153.
[3]Ling HI,Cheng AD.Rock sliding induced by seismic force.Inter-national[J].Journal of Rock Mechanics Andmining Sciences,1997,34(6):1021～102.
[4]孙进忠,田小甫,管旭东,等.太原西山大佛松动岩体边坡稳定性分析[J].地学前缘,2008,15(4):227～238.Sun Jinzhong,Tian Xiaofu,Guan Xudong,et al.Stability analysisfor loosened rock slope of Jinyang Grand Buddha in Taiyuan,Chi-na.Earth Science Frontiers,2008,15(4):227～238.
[5]郑颖人,叶海林,黄润秋,等,边坡地震稳定性分析探讨[J].地震工程与工程振动,2010,30(2):173～180.Zheng Yingren,Ye Hailin,Huang Runqiu,et al.Study on theseismic stability analysis of a slope.Journal of Earthquake Engi-neering and Engineering Vibration,2010,30(2):173～180.
[6]Newmark NM.Effects of earthquakes on dams and embankments[J].Geotechnique,1965,15(2):139～160.
[7]刘汉龙,费康,高玉峰.边坡地震稳定性时程分析方法[J].岩土力学,2003,24(4):553～557.Liu HanLong,Fei Kang,Gao YuFeng.Time history analysismethod of slope seismic stability.Rock and Soil Mechanics,2003,24(4):553～557.
[8]郑颖人,叶海林,黄润秋.地震边坡破坏机制及其破裂面的分析探讨[J].岩石力学与工程学报,2009,28(8):1714～1723.Zheng Yingren,Ye Hailin,Huang Runqiu.Analysis anddiscussion of failure mechanism and fracture surface of slope underearthquake.Chinese Journal of Rock Mechanics and Engineering,2009,28(8):1714～1723.
[9]刘金龙,栾茂田,赵少飞,等.关于强度折减有限元方法中边坡失稳判据的讨论[J].岩土力学,2005,26(8):1345～1348.Liu,Jinlong,Luan,Maotian,Zhao Shaofei,et al.Discussion oncriteria for evaluating stability of slope in elastoplastic fem based onshear strength reduction technique.Rock and Soil Mechanics,2005,26(8):1345～1348.
[10]李海波,肖克强,刘亚群.地震荷载作用下顺层岩质边坡安全系数分析[J].岩石力学与工程学报,2007,26(12):2385～2394.Li Haibo,Xiao Keqiang,Liu Yaqun.Factor of safety analysis ofbedding rock slope under seismic load.Chinese Journal of RockMechanics and Engineering,2007,26(12):2385～2394.
[11]吴曙光,张永兴,康明.超载法在岩石边坡地基稳定性分析中的应用[A].第二届全国岩土与工程学术大会论文集(上册),2006,84～90.Wu Shuguang,Zhang Yongxing,Kang Ming.Application of sur-charge method in analysis of rock slope stability.Corpus of theSecond National Academic Conference of GeotechnicalEngineering(Volume One),2006,84～90.
[12]J Sun,YQ Liu,T Zhao,et al.Critical acceleration analysis ofslope earthquake stability.In:Williams AL ed[A].Proceedingsof the 11th IAEG Congress[C],Auckland,New Zealand,2010,3641～3649.
[13]Zienkiewicz OC,Humpheson C,Lewis RW.Associated and non-associated visco-plasticity and plasticity in soil mechanics[J].Geotechnique,1975,25(41):671～689.
[14]殷跃平,吴树仁.重大地质灾害检测预警及应急救灾关键技术研究[R].北京:中国地质调查局,2010,505～537.Yin Yueping,Wu Shuren.Geological Disaster Warning and E-mergency Relief Key Technologies.Beijing:China GeologicalSurvey,2010,505～537.
[15]王兰民.黄土动力学[M].北京:地震出版社,2003,297～301.Wang Lanmin.Losses Dynamics.Beijing:Seismological Press,2003,297～30.
[16]Roger L Kuhlemeyer,A M ASCE.Finite element method accuracyfor wave propagation problems[J].Journal of the Soil Mechanicsand Foundations Division,1973,99(5):421～427.
[17]栾茂田,武亚军,年廷凯.强度折减有限元法中边坡失稳的塑性区判据及其应用[J].防灾减灾工程学报,2003,23(3):1～8.Luan Maotian,Wu Yajun,Nian TingKai.Failure criterion ofplastic zones in strength reduction finite element method and itsapplication.Journal of Disaster Prevention and Mitigation Engi-neering,2003,23(3):1～8.
[18]GB50011-2010《建筑抗震设计规范》[S].北京:中国建筑工业出版社,2010.GB50011-2010.Code for Seismic Design of Buildings.Beijing:China Architecture&Building Press,2010
[19]蒋溥,戴丽思.工程地震学概论[M].北京:地震出版社,1993.Jiang Pu,Dai Lisi.Introduction to Engineering Seismology.Bei-jing:Seismological Press,1993.
[20]Ohsaki Y.Introduction to Spectral Analysis of Ground Motion[M].Beijing:Seismological Press,1980.
[21]Ohsaki Y.Vibration Theory[M].Beijing:SeismologicalPress,1990.
[22]Scanlan R,Sachs HK.Earthquake time histories and responsespectra[J].J.Engin.Mech.Div,ASCE,1974,100(4):635～655.
[23]Itasca Consulting Group.The Manual of FLAC3D Version 3.0[S],1999.
[2]Leshchinsky D,San K Ching.Pseudo～static stability of slopes:Design[J].Journal of Geotechnical Engineering,ASCE,1994,120(9):1514～153.
[3]Ling HI,Cheng AD.Rock sliding induced by seismic force.Inter-national[J].Journal of Rock Mechanics Andmining Sciences,1997,34(6):1021～102.
[4]孙进忠,田小甫,管旭东,等.太原西山大佛松动岩体边坡稳定性分析[J].地学前缘,2008,15(4):227～238.Sun Jinzhong,Tian Xiaofu,Guan Xudong,et al.Stability analysisfor loosened rock slope of Jinyang Grand Buddha in Taiyuan,Chi-na.Earth Science Frontiers,2008,15(4):227～238.
[5]郑颖人,叶海林,黄润秋,等,边坡地震稳定性分析探讨[J].地震工程与工程振动,2010,30(2):173～180.Zheng Yingren,Ye Hailin,Huang Runqiu,et al.Study on theseismic stability analysis of a slope.Journal of Earthquake Engi-neering and Engineering Vibration,2010,30(2):173～180.
[6]Newmark NM.Effects of earthquakes on dams and embankments[J].Geotechnique,1965,15(2):139～160.
[7]刘汉龙,费康,高玉峰.边坡地震稳定性时程分析方法[J].岩土力学,2003,24(4):553～557.Liu HanLong,Fei Kang,Gao YuFeng.Time history analysismethod of slope seismic stability.Rock and Soil Mechanics,2003,24(4):553～557.
[8]郑颖人,叶海林,黄润秋.地震边坡破坏机制及其破裂面的分析探讨[J].岩石力学与工程学报,2009,28(8):1714～1723.Zheng Yingren,Ye Hailin,Huang Runqiu.Analysis anddiscussion of failure mechanism and fracture surface of slope underearthquake.Chinese Journal of Rock Mechanics and Engineering,2009,28(8):1714～1723.
[9]刘金龙,栾茂田,赵少飞,等.关于强度折减有限元方法中边坡失稳判据的讨论[J].岩土力学,2005,26(8):1345～1348.Liu,Jinlong,Luan,Maotian,Zhao Shaofei,et al.Discussion oncriteria for evaluating stability of slope in elastoplastic fem based onshear strength reduction technique.Rock and Soil Mechanics,2005,26(8):1345～1348.
[10]李海波,肖克强,刘亚群.地震荷载作用下顺层岩质边坡安全系数分析[J].岩石力学与工程学报,2007,26(12):2385～2394.Li Haibo,Xiao Keqiang,Liu Yaqun.Factor of safety analysis ofbedding rock slope under seismic load.Chinese Journal of RockMechanics and Engineering,2007,26(12):2385～2394.
[11]吴曙光,张永兴,康明.超载法在岩石边坡地基稳定性分析中的应用[A].第二届全国岩土与工程学术大会论文集(上册),2006,84～90.Wu Shuguang,Zhang Yongxing,Kang Ming.Application of sur-charge method in analysis of rock slope stability.Corpus of theSecond National Academic Conference of GeotechnicalEngineering(Volume One),2006,84～90.
[12]J Sun,YQ Liu,T Zhao,et al.Critical acceleration analysis ofslope earthquake stability.In:Williams AL ed[A].Proceedingsof the 11th IAEG Congress[C],Auckland,New Zealand,2010,3641～3649.
[13]Zienkiewicz OC,Humpheson C,Lewis RW.Associated and non-associated visco-plasticity and plasticity in soil mechanics[J].Geotechnique,1975,25(41):671～689.
[14]殷跃平,吴树仁.重大地质灾害检测预警及应急救灾关键技术研究[R].北京:中国地质调查局,2010,505～537.Yin Yueping,Wu Shuren.Geological Disaster Warning and E-mergency Relief Key Technologies.Beijing:China GeologicalSurvey,2010,505～537.
[15]王兰民.黄土动力学[M].北京:地震出版社,2003,297～301.Wang Lanmin.Losses Dynamics.Beijing:Seismological Press,2003,297～30.
[16]Roger L Kuhlemeyer,A M ASCE.Finite element method accuracyfor wave propagation problems[J].Journal of the Soil Mechanicsand Foundations Division,1973,99(5):421～427.
[17]栾茂田,武亚军,年廷凯.强度折减有限元法中边坡失稳的塑性区判据及其应用[J].防灾减灾工程学报,2003,23(3):1～8.Luan Maotian,Wu Yajun,Nian TingKai.Failure criterion ofplastic zones in strength reduction finite element method and itsapplication.Journal of Disaster Prevention and Mitigation Engi-neering,2003,23(3):1～8.
[18]GB50011-2010《建筑抗震设计规范》[S].北京:中国建筑工业出版社,2010.GB50011-2010.Code for Seismic Design of Buildings.Beijing:China Architecture&Building Press,2010
[19]蒋溥,戴丽思.工程地震学概论[M].北京:地震出版社,1993.Jiang Pu,Dai Lisi.Introduction to Engineering Seismology.Bei-jing:Seismological Press,1993.
[20]Ohsaki Y.Introduction to Spectral Analysis of Ground Motion[M].Beijing:Seismological Press,1980.
[21]Ohsaki Y.Vibration Theory[M].Beijing:SeismologicalPress,1990.
[22]Scanlan R,Sachs HK.Earthquake time histories and responsespectra[J].J.Engin.Mech.Div,ASCE,1974,100(4):635～655.
[23]Itasca Consulting Group.The Manual of FLAC3D Version 3.0[S],1999.
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